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HomeMy WebLinkAboutTruss Plans Re: The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The truss drawing(s) referenced below have been prepared by Trussway, LTD. under my direct supervision based on the parameters provided by Trussway-Fredericksburg. Jim Meade P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Pages or sheets covered by this seal: H1378236 thru H1378411 My license renewal date for the state of Indiana is July 31, 2009. 14290R Trussway, Ltd. Engineering Department 9411 Alcorn St., Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd., Orlando, FL 32824 (407) 857 2777 March 11,2010 Job 14290R Truss R01 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378236 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:28:56 2010 Page 1 Scale = 1:70.3 W12 T3 W1 B1 W11 W10 W9 W8 W7 W6 W5 W4 W3 W2 T1 T2 B2 B3 A B C D E F G H I Q P O N M L K J RS T U V W X Y Z AA AB AC AD AE 6x8 5x8 3x6 3x4 5x7 5x12 MT20H 3x8 4x4 3x4 4x4 3x4 4x4 3x4 4x4 3x6 3x8 5x12 MT20H 4x8 8-2-6 8-2-6 16-4-13 8-2-6 24-7-3 8-2-6 32-9-10 8-2-6 41-0-0 8-2-6 6-10-0 6-10-0 13-8-0 6-10-0 20-6-0 6-10-0 27-4-0 6-10-0 34-2-0 6-10-0 41-0-0 6-10-0 2-6-6 3-4-10 1-2-0 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.95 0.85 0.91 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.62 -1.47 0.16 (loc) M-N M-NJ l/defl >783 >332 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 234 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T1: 2 X 4 SYP No.1, T2: 2 X 4 SYP SS BOT CHORD 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W12: 2 X 4 SYP No.2 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-15 oc bracing. WEBS 1 Row at midpt C-P, F-K 2 Rows at 1/3 pts B-Q, H-J REACTIONS (lb/size) J = 1927/0-2-4 0-3-8 S = 1682/0-1-8 0-5-4 Max Horz S = 39(LC 7) Max Uplift J = -310(LC 7) S = -509(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD Q-R = -405/1488 A-R = -405/1488 A-T = -443/124 B-T = -439/124 B-U = -4695/1364 C-U = -4691/1365 C-D = -6648/1932 D-V = -6644/1932 E-V = -6644/1933 E-W = -6256/1793 F-W = -6252/1793 F-X = -4001/1060 G-X = -3996/1060 G-H = -3993/1060 H-Y = -99/0 Y-Z = -93/0 I-Z = -92/0 I-J = -503/0 BOT CHORD Q-AA = --1304/4178 P-AA = -1304/4178 O-P = -1960/6348 BOT CHORD O-AB = -1960/6348 N-AB = -1960/6348 N-AC = -2072/6791 M-AC = -2072/6791 L-M = -1723/5746 L-AD = -1723/5746 K-AD = -1723/5746 K-AE = -958/3505 J-AE = -958/3505 WEBS B-Q = -3986/1220 B-P = -175/1001 C-P = -1816/621 C-N = 0/476 E-N = -249/184 E-M = -639/312 F-M = -120/712 F-K = -1955/731 H-K = -259/1141 H-J = -3722/1048 A-S = -1802/552 R-S = -261/658 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) Thiis truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) S considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 310 lb uplift at joint J and 509 lb uplift at joint S. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates accepptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Z=-64, I-Z=-144, J-Q=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Depaartment 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R01G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378237 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:28:58 2010 Page 1 Scale = 1:69.1 W7 T4 W1 B1 W6 ST1 ST2 ST3 ST4 W5 ST5 ST6 ST7 ST8 ST9 W4 ST10 ST11 ST12 ST13 ST14W3 ST15 ST16 ST17 ST18 ST19 T1 T2 B2 B1 B1 A B C D E F G H I J K L TM3 N O P Q R S T U V AR AQ AP AO AN AM AL AK AJ AI AH AG AF AE AD AC AB AA Z Y X W AS 3x7 6x10 2x4 6x10 3x7 4x7 5x5 3x7 7x8 7x8 3x7 7x8 6x6 6x6 3x7 5x6 6x6 4x8 3x6 41-0-0 41-0-0 41-0-0 41-0-0 2-6-6 3-4-10 0.25 12 208 304 308 304 Plate Offsets (X,Y): [A:0-2-8,0-3-4], [AM:0-3-8,0-3-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.72 0.47 0.93 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.01 (loc) - - AE l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 220 lb GRIP 2244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 *Except* BL1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-1-15 oc bracing. REACTIONS (lb/size) AR = 103/0-4-3 41-0-0 W = 69/0-4-3 41-0-0 X = 172/0-4-3 41-0-0 Y = 166/0-4-3 41-0-0 Z = 168/0-4-3 41-0-0 AA = 168/0-4-3 41-0-0 AB = 168/0-4-3 41-0-0 AC = 168/0-4-3 41-0-0 AD = 168/0-4-3 41-0-0 AE = 168/0-4-3 41-0-0 AF = 168/0-4-3 41-0-0 AG = 170/0-4-3 41-0-0 AH = 166/0-4-3 41-0-0 AI = 168/0-4-3 41-0-0 AJ = 168/0-4-3 41-0-0 AK = 168/0-4-3 41-0-0 AL = 174/0-4-3 41-0-0 AN = 161/0-4-3 41-0-0 AO = 171/0-4-3 41-0-0 AP = 157/0-4-3 41-0-0 AQ = 201/0-4-3 41-0-0 Max Horz AR = 68(LC 23) Max Uplift AR = -1459(LC 22) W = -2085(LC 23) Max Uplift X = -2100(LC 22) Y = -95(LC 22) Z = -66(LC 23) AA = -72(LC 23) AB = -2496(LC 23) AC = -2496(LC 22) AD = -113(LC 22) AE = -71(LC 23) AF = -69(LC 23) AG = -2455(LC 23) AH = -2455(LC 22) AI = -109(LC 22) AJ = -72(LC 23) AK = -64(LC 23) AL = -2095(LC 23) AN = -2088(LC 22) AO = -97(LC 22) AP = -63(LC 23) AQ = -1483(LC 23) Max Grav AR = 1541(LC 15) W = 2126(LC 14) X = 2226(LC 15) Y = 209(LC 15) Z = 182(LC 14) AA = 188(LC 14) AB = 2605(LC 14) AC = 2619(LC 15) AD = 229(LC 15) AE = 187(LC 14) AF = 185(LC 14) AG = 2565(LC 14) AH = 2577(LC 15) AI = 226(LC 15) AJ = 188(LC 14) AK = 180(LC 14) AL = 2205(LC 14) AN = 2210(LC 15) Max Grav AO = 215(LC 15) AP = 171(LC 14) AQ = 1608(LC 14) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD AR-AS = -1518/1467 A-AS = -1516/1465 A-B = -1509/1491 B-C = -1000/983 C-D = -599/583 D-E = -200/185 E-F = -221/209 F-G = -1509/1492 G-H = -1103/1091 H-I = -705/692 I-J = -303/292 J-K = -508/501 K-L = -1364/1352 L-M = -962/952 M-N = -561/552 N-O = -249/243 O-P = -648/644 P-Q = -1114/1107 Q-R = -718/710 R-S = -317/311 S-T = -489/489 T-U = -891/891 U-V = -359/358 V-W = -63/41 BOT CHORD AQ-AR = -626/591 AP-AQ= -1015/998 AO-AP = -615/598 AN-AO= -240/223 AM-AN= -440/423 AL-AM = -640/623 AK-AL = -1112/1101 AJ-AK = -712/701 AI-AJ = -312/301 AH-AI = -521/510 AG-AH = -921/910 AF-AG = -966/960 AE-AF = -566/560 AD-AE = -255/249 AC-AD = -655/649 AB-AC = -1051/1045 AA-AB = -717/716 Z-AA = -317/316 Y-Z = -494/493 X-Y = -894/853 W-X = -1265/1264 WEBS U-X = -2163/2100 T-Y = -175/119 S-Z = -143/87 R-AA = -148/92 Q-AB = -189/133 P-AC = -2579/2516 OO-AD = -189/133 N-AE = -147/91 M-AF = -145/89 L-AG = -184/128 K-AH = -2537/2475 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R01G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378237 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:28:58 2010 Page 2 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD AR-AS = -1518/1467 A-AS = -1516/1465 A-B = -1509/1491 B-C = -1000/983 C-D = -599/583 D-E = -200/185 E-F = -221/209 F-G = -1509/1492 G-H = -1103/1091 H-I = -705/692 I-J = -303/292 J-K = -508/501 K-L = -1364/1352 L-M = -962/952 M-N = -561/552 N-O = -249/243 O-P = -648/644 P-Q = -1114/1107 Q-R = -718/710 R-S = -317/311 S-T = -489/489 T-U = -891/891 U-V = -359/358 V-W = -63/41 BOT CHORD AQ-AR = -626/591 AP-AQ = -1015/998 AO-AP = -615/598 AN-AO = -240/223 AM-AN= -440/423 AL-AM = -640/623 AK-AL = -1112/1101 AJ-AK = -712/701 AI-AJ = -312/301 AH-AI = -521/510 AG-AH = -921/910 AF-AG = -966/960 AE-AF = -566/560 AD-AE = -255/249 AC-AD = -655/649 AB-AC = -1051/1045 AA-AB = -717/716 Z-AA = -317/316 Y-Z = -494/493 X-Y = -894/853 W-X = -1265/1264 WEBS J-AI = -186/129 I-AJ = -148/92 H-AK = -140/84 G-AL = -172/116 F-AN = -2170/2108 D-AO = -174/117 C-AP = -135/83 B-AQ = -169/101 A-AQ = -2097/2118 F-AL = -2695/2704 K-AG = -3079/3087 P-AB = -3051/3059 U-W = -2408/2413 NOTES (15-16) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Alll plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1459 lb uplift at joint AR, 2085 lb uplift at joint W, 2100 lb uplift at joint X, 95 lb uplift at joint Y, 66 lb uplift at joint Z, 72 lb uplift at joint AA, 2496 lb uplift at joint AB, 2496 lb uplift at joint AC, 113 lb uplift at joint AD, 71 lb uplift at joint AE, 69 lb uplift at joint AF, 2455 lb uplift at joint AG, 2455 lb uplift at joint AH, 109 lb uplift at joint AI, 72 lb uplift at joint AJ, 64 lb uplift at joint AK, 2095 lb uplift at joint AL, 2088 lb uplift at joint AN, 97 lb uplift at joint AO, 63 lb uplift at joint AP and 1483 lb uplift at joint AQ. . 12) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 41-0-0 for 200.0 plf. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 16) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorrporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R02G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378238 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:00 2010 Page 1 Scale = 1:81.3 W8 T5 W1 B1 ST1 ST2 ST3 ST4W6 ST5 ST6 ST7 ST8 ST9 ST10 ST11 ST12 ST13 ST14 ST15 ST16 ST17 ST18 ST19 ST20 ST21 ST22 ST23 T1 T2 T4 B2 B1 B1 A B C D E F G H I J TK3 L M N O P Q R S T U V W X Y AY AX AW AV AU AT AS AR AQ AP AO AN AM AL AK AJ AI AH AG AF AE AD AC AB AA Z AZ 3x7 6x10 3x4 4x7 3x6 3x7 5x5 6x6 7x6 7x8 3x7 7x6 6x6 6x6 3x7 7x6 6x6 6x6 6x6 7x6 6x6 3x7 5x6 7x6 4x6 48-1-6 48-1-6 48-1-6 48-1-6 2-6-6 3-6-7 0.25 12 208 8 Plate Offsets (X,Y): [A:0-2-8,Edge], [Y:0-0-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.90 0.46 0.94 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.01 (loc) - - AL l/defl n/a n/a n/a a L/d 999 999 n/a PLATES MT20 Weight: 262 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 *Except* BL1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 4-8-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-3-0 oc bracing. REACTIONS (lb/size) AY = 71/0-4-15 48-1-6 Z = 69/0-4-15 48-1-6 AA = 172/0-4-15 48-1-6 AB = 166/0-4-15 48-1-6 AC = 168/0-4-15 48-1-6 AD = 168/0-4-15 48-1-6 AE = 167/0-4-15 48-1-6 AF = 168/0-4-15 48-1-6 AG = 168/0-4-15 48-1-6 AH = 168/0-4-15 48-1-6 AI = 168/0-4-15 48-1-6 AJ = 168/0-4-15 48-1-6 AK = 168/0-4-15 48-1-6 AL = 168/0-4-15 48-1-6 AM = 168/00-4-15 48-1-6 AN = 168/0-4-15 48-1-6 AO = 168/0-4-15 48-1-6 AP = 168/0-4-15 48-1-6 AQ = 166/0-4-15 48-1-6 AS = 175/0-4-15 48-1-6 AT = 168/0-4-15 48-1-6 AU = 162/0-4-15 48-1-6 AV = 169/0-4-15 48-1-6 AW = 170/0-4-15 48-1-6 AX = 148/0-4-15 48-1-6 Max Horz AY = 75(LC 23) Max Horz AY = 75(LC 23) Max Uplift AY = -1831(LC 22) Z = -2112(LC 23) AA = -2123(LC 22) AB = -98(LC 22) AC = -67(LC 23) AD = -73(LC 23) AE = -2452(LC 23) AF = -2449(LC 22) AG = -121(LC 22) AH = -102(LC 23) AI = -2484(LC 23) AJ = -2489(LC 22) AK = -114(LC 22) AL = -72(LC 23) AM = -69(LC 23) AN = -2469(LC 23) AO = -2471(LC 22) AP = -108(LC 22) AQ = -72(LC 23) AS = -61(LC 23) AT = -2179(LC 23) AU = -2168(LC 22) AV = -97(LC 22) AW = -72(LC 23) AX = -1867(LC 23) Max Grav AY = 1900(LC 15) Z = 2152(LC 14) AA = 2249(LC 15) AB = 212(LC 15) AC = 183(LC 14) AD = 189(LC 14) AE = 2561(LC 14) AF = 2572(LC 15) AG = 238(LC 15) AH = 218(LC 14) Max Grav AI = 2593(LC 14) AJ = 2612(LC 15) AK = 230(LC 15) AL = 189(LC 14) AM = 184(LC 14) AN = 2577(LC 14) AO = 2595(LC 15) AP = 224(LC 15) AQ = 187(LC 14) AS = 180(LC 14) AT = 2283(LC 14) AU = 2294(LC 15) AV = 213(LC 15) AW = 190(LC 14) AX = 1947(LC 14) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD AY-AZ = -1882/1830 A-AZ = -1880/1828 A-B = -1223/1206 B-C = -890/874 C-D = -490/475 D-E = -328/317 E-F = -1479/1459 F-G = -1093/1081 G-H = -677/661 H-I = -272/258 I-J = -545/534 J-K = -1360/1343 K-L = -954/942 L-M = -557/5444 M-N = -263/254 N-O = -658/651 O-P = -1119/1108 P-Q = -718/709 Q-R = -317/309 R-S = -492/487 S-T = -1157/1149 T-U = -760/752 U-V = -360/353 V-W = -447/447 W-X = -849/849 X-Y = -359/358 Y-Z = -64/42 BOT CHORD AX-AY = -471/424 AW-AX= -913/889 AV-AW= -513/489 AU-AV = -354/330 AT-AU = -754/730 AS-AT = -1084/1067 AR-AS = -684/667 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. Foor general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R02G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378238 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:00 2010 Page 2 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD AY-AZ = -1882/1830 A-AZ = -1880/1828 A-B = -1223/1206 B-C = -890/874 C-D = -490/475 D-E = -328/317 E-F = -1479/1459 F-G = -1093/1081 G-H = -677/661 H-I = -272/258 I-J = -545/534 J-K = -1360/1343 K-L = -954/942 L-M = -557/544 M-N = -263/254 N-O = -658/651 O-P = -1119/1108 P-Q = -718/709 Q-R = -317/309 R-S = -492/487 S-T = -1157/1149 T-U = -760/752 U-V = -360/353 V-W = -447/447 W-X = -849/849 X-Y = -359/358 Y-Z = -64/42 BOT CHORD AQ-AR = -484/467 AP-AQ = -284/267 AO-AP = -557/540 AN-AO = -957/940 AM-AN= -961/950 AL-AM = -561/550 AK-AL = -268/257 AJ-AK = -668/657 AI-AJ = -1068/1057 AH-AI = -721/716 AG-AH = -321/316 AF-AG = -498/493 AE-AF = -894/888 AD-AE = -759/758 AC-AD = -359/358 AB-AC = -452/451 AA-AB = -852/811 Z-AA = --1223/1222 WEBS X-AA = -2186/2123 W-AB = -178/122 V-AC = -144/88 U-AD = -148/92 T-AE = -191/135 S-AF = -2532/2469 R-AG = -198/141 Q-AH = -178/122 P-AI = -196/140 O-AJ = -2572/2509 N-AK = -191/134 M-AL = -149/92 L-AM = -144/89 K-AN = -184/128 J-AO = -2555/2491 I-AP = -184/128 H-AQ = -147/92 G-AS = -140/81 F-AT = -164/108 E-AU = -2254/2188 D-AV = -174/117 C-AW = -150/94 B-AX = -143/90 A-AX = -2190/2221 E-AT = -2796/2812 J-AN = -3102/3112 X-Z = -2411/2415 S-AE = -2952/2960 O-AI = -3055/3063 NOTES (15-16) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live loadd: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1831 lb uplift at joint AY, 2112 lb uplift at joint Z, 2123 lb uplift at joint AA, 98 lb uplift at joint AB, 67 lb uplift at joint AC, 73 lb uplift at joint AD, 2452 lb uplift at joint AE, 2449 lb uplift at joint AF, 121 lb uplift at joint AG, 102 lb uplift at joint AH, 2484 lb uplift at joint AI, 2489 lb upplift at joint AJ, 114 lb uplift at joint AK, 72 lb uplift at joint AL, 69 lb uplift at joint AM, 2469 lb uplift at joint AN, 2471 lb uplift at joint AO, 108 lb uplift at joint AP, 72 lb uplift at joint AQ, 61 lb uplift at joint AS, 2179 lb uplift at joint AT, 2168 lb uplift at joint AU, 97 lb uplift at joint AV, 72 lb uplift at joint AW and 1867 lb uplift at joint AX. 12) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 48-1-6 for 200.0 plf. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 16) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (4407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R03 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378239 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:01 2010 Page 1 Scale = 1:46.8 W8 T2 W1 B1 W7 W6 W5 W4 W3 BL1 W2 T1 B2 A B C D E F K J I H G L M N O P Q R S T U 5x7 5x8 3x5 3x4 4x5 3x10 MT20H 3x5 3x4 3x4 3x4 3x5 4x6 9-2-0 9-2-0 18-4-0 9-2-0 27-6-0 9-2-0 6-10-8 6-10-8 13-9-0 6-10-8 20-7-8 6-10-8 27-6-0 6-10-8 2-9-12 3-4-10 1-2-0 0.25 12 300 300 8 Plate Offsets (X,Y): [A:0-3-0,0-3-0], [F:0-0-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.96 0.99 0.66 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.43 -0.75 0.09 (loc) H-J H-J G l/defl >751 >432 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 138 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.1 *Except* B2: 2 X 4 SYP SS WEBS S 2 X 4 SYP No.3 *Except* W8: 2 X 4 SYP No.2 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-10-11 oc bracing. WEBS 1 Row at midpt B-K, E-G REACTIONS (lb/size) G = 1338/0-1-9 0-3-8 M = 1118/0-1-8 0-5-4 Max Horz M = 26(LC 7) Max Uplift G = -156(LC 7) M = -331(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD K-L = -230/932 A-L = -230/932 A-N = -251/60 B-N = -247/60 B-O = -2559/692 C-O = -2555/693 C-D = -2458/611 D-P = -2454/612 E-P = -2450/612 E-Q = -103/0 Q-R = -101/0 F-R = -100/0 F-G = -491/0 BOT CHORD K-S = -706/2247 J-S = -706/2247 I-J = -871/2847 I-T = -871/2847 H-T = -871/2847 H-U = -578/2118 G-U = -578/2118 WEBS B-K = -2173/677 WEBS B-J = -4/556 C-J = -348/191 C-H = -462/293 E-H = -70/614 E-G = -2231/643 A-M = -1175/354 L-M = -1558/373 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 156 lb uplift at joint G and 331 lb uuplift at joint M. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14 , 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.115, Plate Increase=1.15 Uniform Loads (plf) Vert: A-R=-64, F-R=-144, G-K=-20 2) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-R=-64, F-R=-144, G-K=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-R=-64, F-R=-144, G-K=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-R=-36, F-R=-116, G-K=-20 5) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-40 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-R=30, F-R=-50, G-K=-10 Horz: A-F=-40 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-R=36, F-R=-44, G-K=-10 Horz: A-F=-46 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for ann individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R03 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378239 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:01 2010 Page 2 LOAD CASE(S) Standard 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-R=16, F-R=-64, G-K=-10 Horz: A-F=-26 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-R=36, F-R=-44, G-K=-10 Horz: A-F=-46 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-R=22, F-R=-58, G-K=-10 Horz: A-F=-32 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-R=16, F-R=-64, G-K=-10 Horz: A-F=-26 12) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-R=10, F-R=-70, G-K=-10 Horz: A-F=-20 13) IBC Snow on Overhangs: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniforrm Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-20 14) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-20 Concentrated Loads (lb) Vert: A=-250 15) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-20 Concentrated Loads (lb) Vert: N=-250 16) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-20 Concentrated Loads (lb) Vert: O=-250 17) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-20 Concentrated Loads (lb) Vert: P=-250 18) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-20 Concentrated Loads (lb) Vert: Q=-250 19) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-20 Concentrated Loads (lb) Vert: F=-250 20) 7th Moving Load: Lumber Increase=1.25, Plate IIncrease=1.25 Uniform Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-20 Concentrated Loads (lb) Vert: B=-250 21) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-20 Concentrated Loads (lb) Standard Vert: C=-250 22) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-20 Concentrated Loads (lb) Vert: E=-250 23) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-20 Concentrated Loads (lb) Vert: S=-250 24) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-20 Concentrated Loads (lb) Vert: T=-250 25) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-20 Concentrated Loads (lb) Vert: U=-250 26) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-20 Concentrated Loadds (lb) Vert: K=-250 27) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-20 Concentrated Loads (lb) Vert: J=-250 28) 15th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-20 Concentrated Loads (lb) Vert: H=-250 29) 16th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-R=-24, F-R=-104, G-K=-20 Concentrated Loads (lb) Vert: G=-250 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is thee responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R03G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378240 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:02 2010 Page 1 Scale = 1:46.3 W6 T3 W1 B1 ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8 ST9 ST10 ST11 ST12 ST13 BL1 W5 W4 W3 W2 T1 B2 B3 A B C D E F G H I J T2 K L M N O P Q AG AF AE AD AC AB AA Z Y X W V U T S R AH 1.5x4 5x8 3x5 1.5x4 3x5 3x7 4x7 4x6 1.5x4 1.5x4 1.5x4 1.5x4 7x6 1.5x4 6x6 5x5 1.5x4 1.5x4 1.5x4 1.5x4 7x6 1.5x4 3x7 5x5 1.5x4 1.5x4 1.5x4 1.5x4 7x6 1.5x4 2x6 4x6 4x6 3x5 27-6-0 27-6-0 27-6-0 27-6-0 2-9-12 3-4-10 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.38 0.23 0.75 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - R l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 158 lb GRIP 244/190 LUMBER TOP CHORD 2 X 44 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 *Except* BL1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 5-5-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) AG = 28/0-2-13 27-6-0 R = 70/0-2-13 27-6-0 S = 171/0-2-13 27-6-0 T = 166/0-2-13 27-6-0 U = 168/0-2-13 27-6-0 V = 168/0-2-13 27-6-0 W = 168/0-2-13 27-6-0 X = 168/0-2-13 27-6-0 Y = 168/0-2-13 27-6-0 Z = 169/0-2-13 27-6-0 AA = 167/0-2-13 27-6-0 AC = 168/0-2-13 27-6-0 AD = 166/0-2-13 27-6-0 AE = 169/0-2-13 27-6-0 AF = 141/0-2-13 27-6-0 Max Horz AG = 55(LC 23) Max Uplift AG = -249(LC 22) R = -1737(LC 23) S = -1748(LC 22) T = -99(LC 22) U = -93(LC 23) V = -1999(LC 23) W = -1996(LC 22) X = -114(LC 22) Y = -96(LC 23) Max Uplift Z = -1989(LC 23) AA = -1986(LC 22) AC = -112(LC 22) AD = -98(LC 23) AE = -1809(LC 23) AF = -1591(LC 22) Max Grav AG = 267(LC 17) R = 1778(LC 14) S = 1873(LC 17) T = 213(LC 15) U = 209(LC 14) V = 2108(LC 14) W = 2119(LC 15) X = 230(LLC 15) Y = 212(LC 14) Z = 2097(LC 14) AA = 2110(LC 15) AC = 228(LC 15) AD = 212(LC 14) AE = 1913(LC 14) AF = 1700(LC 17) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD AG-AH = -212/200 A-AH = -206/194 A-B = -150/151 B-C = -1280/1269 C-D = -881/871 D-E = -480/471 E-F = -330/325 F-G = -1141/1132 G-H = -743/734 H-I = -643/635 I-J = -342/334 J-K = -467/464 K-L = -926/920 L-M = -530/523 M-N = -447/441 N-O = -277/278 O-P = -680/680 P-Q = -360/359 Q-R = -62/41 BOT CHORD AF-AG = -180/155 AE-AF = -580/555 AD-AE = -891/879 BOT CHORD AC-AD = -491/479 AB-AC = -115/123 AA-AB = -343/332 Z-AA = -743/732 Y-Z = -746/741 X-Y = -346/341 W-X = -475/469 V-W = -875/869 U-V = -529/528 T-U = -283/282 S-T = -683/682 R-S = -1054/1053 WEBS P-S = -1812/1751 O-T = -179/123 N-U = -170/114 L-V = -190/134 K-W = -2079/2016 J-X = -190/134 II-Y = -172/116 G-Z = -187/131 F-AA = -2070/2006 E-AC = -188/131 D-AD = -171/116 C-AE = -206/148 B-AF = -1723/1663 B-AE = -2311/2329 F-Z = -2469/2479 P-R = -2004/2008 K-V = -2435/2443 NOTES (14-15) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord bearing. 7) TTruss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 TTrussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R03G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378240 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:02 2010 Page 2 NOTES (14-15) 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 249 lb uplift at joint AG, 1737 lb uplift at joint R, 1748 lb uplift at joint S, 99 lb uplift at joint T, 93 lb uplift at joint U, 1999 lb uplift at joint V, 1996 lb uplift at joint W, 114 lb uplift at joint X, 96 lb uplift at joint Y, 1989 lb uplift at joint Z, 1986 lb uplift at joint AA, 112 lb uplift at joint AC, 98 lb uplift at joint AD, 1809 lb uplift at joint AE and 1591 lb uplift at joint AF. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designedd for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-6-0 for 200.0 plf. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional teemporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R04 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378241 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:03 2010 Page 1 Scale = 1:40.2 W7 T2 W1 B1 W6 W5 W4 W3 W2 T1 B2 A B C D E J I H G F K L M N O P 2x6 4x6 3x5 2x6 3x6 3x5 4x6 3x4 3x4 3x4 7-11-8 7-11-8 15-11-0 7-11-8 23-10-8 7-11-8 7-11-8 7-11-8 15-11-0 7-11-8 23-10-8 7-11-8 2-10-11 3-4-10 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.82 0.83 0.74 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.31 -0.53 0.05 (loc) G-I G-I F l/defl >901 >531 n/a L/d 240 180 n/a PLATES MT20 Weight: 122 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T1: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purrlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-9-2 oc bracing. WEBS 1 Row at midpt B-G, D-F REACTIONS (lb/size) J = 991/0-1-8 0-5-8 F = 991/0-1-8 0-3-8 Max Horz J = 23(LC 7) Max Uplift J = -304(LC 7) F = -309(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J = -915/336 A-K = -2035/625 B-K = -2030/625 B-L = -1925/589 C-L = -1920/590 C-D = -1916/591 D-M = -79/16 E-M = -73/17 E-F = -333/123 BOT CHORD J-N = -47/93 I-N = -47/93 H-I = -644/2030 H-O = -644/2030 G-O = -644/2030 G-P = -601/1920 F-P = -601/1920 WEBS A-I = -629/2056 B-I = -489/285 B-G = -321/158 D-G = 0/362 D-F = -1983/621 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 304 lb uplift at joint J and 309 lb uplift at joint F. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this trusss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erectionn and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R05 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378242 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:03 2010 Page 1 Scale = 1:37.5 W7 T2 W1 B1 W6 W5 W4 W3 W2 T1 B2 A B C D E J I H G F K L M N O P 2x6 4x5 3x7 2x6 3x6 3x10 MT20H 4x5 3x4 3x4 3x4 7-5-1 7-5-1 14-10-2 7-5-1 22-3-3 7-5-1 7-5-1 7-5-1 14-10-2 7-5-1 22-3-3 7-5-1 2-11-1 3-4-10 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.88 0.94 0.62 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.44 0.05 (loc) G-I G-I F l/defl >989 >601 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 115 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiliing directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt D-F REACTIONS (lb/size) J = 923/0-1-8 0-7-12 F = 923/0-1-8 0-3-8 Max Horz J = 21(LC 7) Max Uplift J = -283(LC 7) F = -289(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J = -853/312 A-K = -1753/537 B-K = -1748/538 B-L = -1666/510 C-L = -1661/510 C-D = -1657/511 D-M = -70/13 E-M = -66/14 E-F = -328/114 BOT CHORD J-N = -42/82 I-N = -42/82 H-I = -555/1748 H-O = -555/1748 G-O = -555/1748 G-P = -521/1660 F-P = -521/1660 WEBS A-I = -546/1787 B-I = -459/266 B-G = -291/157 D-G = 0/347 D-F = -1733/544 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint J and 289 lb uplift at joint F. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this trruss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erecttion and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R06 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378243 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:04 2010 Page 1 Scale = 1:34.1 W6 T2 W1 B1 W5 W4 W3 W2 T1 B2 A B C D E I H G F J K L M N 3x7 2x6 3x5 2x6 3x7 3x5 3x4 3x4 3x4 10-1-9 10-1-9 20-3-3 10-1-9 6-9-1 6-9-1 13-6-2 6-9-1 20-3-3 6-9-1 2-11-9 3-4-10 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.84 0.98 0.41 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.57 -0.87 0.05 (loc) F-G F-GF l/defl >420 >276 n/a L/d 240 180 n/a PLATES MT20 Weight: 101 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBBS 1 Row at midpt B-I, D-F REACTIONS (lb/size) I = 839/0-1-8 0-7-12 F = 839/0-1-8 0-3-8 Max Horz I = 19(LC 7) Max Uplift I = -257(LC 7) F = -263(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-I = -323/104 A-J = -108/12 B-J = -106/12 B-K = -1486/388 C-K = -1482/388 C-D = -1478/389 D-L = -91/4 E-L = -89/5 E-F = -321/103 BOT CHORD I-M = -482/1383 H-M = -482/1383 G-H = -482/1383 G-N = -454/1318 F-N = -454/1318 WEBS B-I = -1433/493 B-G = 0/332 D-G = 0/401 D-F = -1385/489 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 257 lb uplift at joint I and 263 lb uplift at joint F. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates accepttance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R07 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378244 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:04 2010 Page 1 Scale = 1:21.0 W5 T1 W1 B1 W4 W3 W2 A B C F E D G H I J 2x6 3x5 2x6 3x5 3x4 3x4 6-2-6 6-2-6 12-4-12 6-2-6 6-2-6 6-2-6 12-4-12 6-2-6 3-0-1 3-3-3 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.62 0.69 0.53 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.14 -0.19 0.01 (loc) D-E D-ED l/defl >999 >757 n/a L/d 240 180 n/a PLATES MT20 Weight: 67 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F = 508/00-1-8 0-5-8 D = 508/0-1-8 0-3-8 Max Horz F = 12(LC 7) Max Uplift F = -155(LC 7) D = -160(LC 7) Max Grav F = 516(LC 13) D = 516(LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-F = -464/178 A-G = -654/198 B-G = -650/199 B-H = -53/8 C-H = -49/8 C-D = -312/91 BOT CHORD F-I = -23/55 E-I = -23/55 E-J = -207/651 D-J = -207/651 WEBS A-E = -202/672 B-E = -144/157 B-D = -682/217 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads hhave been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 155 lb uplift at joint F and 160 lb uplift at joint D. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the ttruss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 22777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R08 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378245 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:04 2010 Page 1 Scale = 1:21.4 W5 T1 W1 B1 W4 W3 W2 A B C F E D G H I J 2x6 2x6 3x4 3x5 3x4 4x5 5-2-6 5-2-6 10-4-12 5-2-6 5-2-6 5-2-6 10-4-12 5-2-6 3-0-9 3-3-3 3-3-2 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.50 0.56 0.30 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.11 0.00 (loc) D-E D-ED l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 58 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F = 424/0-1-8 0-7-12 D = 424/0-1-8 0-3-8 Max Horz F = 10(LC 7) Max Uplift F = -129(LC 7) D = -134(LC 7) Max Grav F = 472(LC 13) D = 472(LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-F = -428/148 A-G = -454/137 B-G = -453/137 B-H = -40/5 C-H = -36/5 C-D = -301/75 BOT CHORD F-I = -17/40 E-I = -17/40 E-J = -144/453 D-J = -144/453 WEBS A-E = -145/499 B-E = -127/132 B-D = -505/158 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) F, D considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 129 lb uplift at joint F and 134 lb uplift at joint D. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trusswway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering DDepartment 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R09 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378246 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:05 2010 Page 1 Scale: 1/4"=1' W8 T2 W1 B1 W7 W6 W5 W4 W3 BL1 W2 T1 B2 A B C D E F K J I H G L M N O P Q R S T U 5x7 5x8 3x5 3x5 3x10 MT20H 3x7 3x5 3x4 3x4 3x4 3x5 4x6 9-3-13 9-3-13 18-7-11 9-3-13 27-11-8 9-3-13 6-11-14 6-11-14 13-11-12 6-11-14 20-11-10 6-11-14 27-11-8 6-11-14 2-9-8 3-4-7 1-2-0 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.99 0.72 0.73 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.45 -0.81 0.10 (loc) H-J H-J G l/defl >734 >411 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 140 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T2: 2 X 4 SYP SS BOT CHORD 2 X 4 SYP SS WEBS 2 X 4 SSYP No.3 *Except* W8: 2 X 4 SYP No.2 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-2-13 oc bracing. WEBS 1 Row at midpt B-K, E-G REACTIONS (lb/size) G = 1460/0-1-12 0-3-8 M = 1151/0-1-8 0-5-4 Max Horz M = 26(LC 7) Max Uplift G = -59(LC 7) M = -323(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD K-L = -220/963 A-L = -220/963 A-N = -261/60 B-N = -257/61 B-O = -2712/675 C-O = -2707/676 C-D = -2656/536 D-P = -2652/537 E-P = -2648/538 E-Q = -122/0 Q-R = -119/0 F-R = -118/0 F-G = -549/0 BOT CHORD K-S = -699/2379 J-S = -699/2379 I-J = -844/3025 I-T = -844/3025 H-T = -844/3025 H-U = -483/2320 G-U = -483/2320 WEBS B-K = -2297/666 WEBS B-J = 0/584 C-J = -373/177 C-H = -435/347 E-H = -102/601 E-G = -2426/554 A-M = -1212/347 L-M = -160/390 NOTES (14-15) 1) Wind: AASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) C-C wind load user defined. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Bearing at joint(s) M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 59 lb uplift at joint G and 323 lb uplift at joint M. 10) This truss is designed in accordance with the 2006 Internaational Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14 , 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-64, F-Q=-144, G-K=-20 2) Regular: LLumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-64, F-Q=-144, G-K=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-64, F-Q=-144, G-K=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-36, F-Q=-116, G-K=-20 5) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-40 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=30, F-Q=-50, G-K=-10 Horz: A-F=-40 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=36, F-Q=-44, G-K=-10 Horz: A-F=-46 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building compoonent. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R09 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378246 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:05 2010 Page 2 LOAD CASE(S) Uniform Loads (plf) Vert: A-Q=16, F-Q=-64, G-K=-10 Horz: A-F=-26 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=36, F-Q=-44, G-K=-10 Horz: A-F=-46 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=22, F-Q=-58, G-K=-10 Horz: A-F=-32 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=16, F-Q=-64, G-K=-10 Horz: A-F=-26 12) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=10, F-Q=-70, G-K=-10 Horz: A-F=-20 13) IBC Snow on Overhangs: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-20 14) 1st Moving Load: Lumbeer Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-20 Concentrated Loads (lb) Vert: A=-250 15) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-20 Concentrated Loads (lb) Vert: N=-250 16) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-20 Concentrated Loads (lb) Vert: O=-250 17) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-20 Concentrated Loads (lb) Vert: P=-250 18) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-20 Concentrated Loads (lb) Vert: R=-250 19) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-20 Concentrated Loads (lb) Vert: F=-250 20) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-20 Concentrrated Loads (lb) Vert: B=-250 21) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-20 Concentrated Loads (lb) Vert: C=-250 22) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-20 Concentrated Loads (lb) Vert: E=-250 23) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-20 Concentrated Loads (lb) Vert: S=-250 24) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-20 Concentrated Loads (lb) Vert: T=-250 25) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-20 Concentrated Loads (lb) Vert: U=-250 26) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-20 Concentrated Loads (lb) Vert: K=-250 27) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 5 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-20 Concentrated Loads (lb) Vert: J=-250 28) 15th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-20 Concentrated Loads (lb) Vert: H=-250 29) 16th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, F-Q=-104, G-K=-20 Concentrated Loads (lb) Vert: G=-250 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structuure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R09G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378247 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:06 2010 Page 1 Scale = 1:47.1 W6 T1 W1 B3 ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8 ST9 ST10 ST11 ST12 ST13 BL1 W5 W4 W3 W2 B1 B2 T3 A B C D E F G T2 H I J K L M N O AE AD AC AB AA Z Y X W V U T S R Q P AF 1.5x4 5x8 1.5x4 3x7 4x7 5x5 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 6x8 1.5x4 3x7 6x8 1.5x4 1.5x4 7x6 1.5x4 3x7 6x7 1.5x4 1.5x4 1.5x4 1.5x4 7x6 1.5x4 3x7 4x6 4x6 3x5 27-11-8 27-11-8 27-11-8 27-11-8 2-9-8 3-4-7 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.59 0.42 0.75 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - P l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 159 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 *Except* BL1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-5-8 oc bracing. REACTIONS (lb/size) AE = 51/0-2-13 27-11-8 P = 69/0-2-13 27-11-8 Q = 172/0-2-13 27-11-8 R = 166/0-2-13 27-11-8 S = 168/0-2-13 27-11-8 T = 168/0-2-13 27-11-8 U = 168/0-2-13 27-11-8 V = 168/0-2-13 27-11-8 W = 169/0-2-13 27-11-8 X = 167/0-2-13 27-11-8 Y = 167/0-2-13 27-11-8 AA = 170/0-2-13 27-11-8 AB = 167/0-2-13 27-11-8 AC = 169/0-2-13 27-11-8 AD = 156/0-2-13 27-11-8 Max Horz AE = 55(LC 23) Max Uplift AE = -136(LC 22) P = -1869(LC 23) Q = -1884(LC 22) R = -90(LC 22) S = -65(LC 23) T = -68(LC 23) U = -2036(LC 23) V = -2038(LC 22) W = -85(LC 22) Max Uplift X = -1976(LC 23) Y = -1959(LC 22) AA = -100(LC 22) AB = -89(LC 23) AC = -1820(LC 23) AD = -1721(LC 22) Max Grav AE = 170(LC 17) P = 1910(LC 14) Q = 2010(LC 17) R = 205(LC 15) S = 181(LC 14) T = 184(LC 14) U = 2146(LC 14) V = 2160(LC 15) W = 201(LC 15) X = 2083(LC 14) Y = 2083(LC 17) AA = 217(LC 15) AB = 204(LC 14) AC = 1923(LC 14) AD = 1841(LC 17) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD AE-AF = -131/112 A-AF = -126/108 A-B = -257/258 B-C = -1180/1169 C-D = -777/770 D-E = -376/370 E-F = -437/434 F-G = -1005/996 G-H = -613/605 H-I = -213/206 I-J = -1242/1234 J-K = -845/837 K-L = -445/438 L-M = -362/362 M-N = -764/764 N-O = -360/359 O-P = -61/40 BOT CHORD AD-AE = -285/260 AC-AD = -685/660 AB-AC = -788/775 AA-AB = -388/375 Z-AA = -84/71 BOT CHORD Y-Z = -444/431 X-Y = -819/807 W-X = -617/611 V-W = -217/211 U-V = -600/594 T-U = -844/843 S-T = -444/443 R-S = -367/366 Q-R = -767/766 P-Q = -1138/1137 WEBS N-Q = -1949/1887 M-R = -170/114 L-S = -142/86 K-T = -143/88 J-U = -176/120 I-V = -2121/2058 H-W = -161/105 G-X = -151/96 F-Y = -2043/1979 E-AA = = -176/119 D-AB = -163/108 C-AC = -188/130 B-AD = -1839/1773 B-AC = -2311/2330 N-P = -2158/2163 F-X = -2400/2410 I-U = -2479/2487 NOTES (14-15) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely bbraced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Departmennt 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R09G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378247 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:06 2010 Page 2 NOTES (14-15) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 136 lb uplift at joint AE, 1869 lb uplift at joint P, 1884 lb uplift at joint Q, 90 lb uplift at joint R, 65 lb uplift at joint S, 68 lb uplift at joint T, 2036 lb uplift at joint U, 2038 lb uplift at joint V, 85 lb uplift at joint W, 1976 lb uplift at joint X, 1959 lb uplift at joint Y, 100 lb uplift at joint AA, 89 lb uplift at joint AB, 1820 lb uplift at joint AC and 1721 lb uplift at joint AD. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads allong bottom chord from 0-0-0 to 27-11-8 for 200.0 plf. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permannent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R10G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378248 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:13 2010 Page 1 Scale = 1:46.6 W6 T3 W1 B1 ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8 ST9 ST10 ST11 ST12 ST13 BL1 W5 W4 W3 W2 T1 B2 B2 A B C D E F G T2 H I J K L M N O AD AC AB AA Z Y X W V U T S R Q P AE 1.5x4 5x8 1.5x4 3x7 4x7 5x5 1.5x4 1.5x4 1.5x4 1.5x4 6x6 1.5x4 7x6 6x6 3x7 5x5 1.5x4 1.5x4 6x8 1.5x4 3x7 5x5 1.5x4 6x6 1.5x4 1.5x4 7x6 1.5x4 2x6 4x6 4x6 27-8-0 27-8-0 27-8-0 27-8-0 2-9-8 3-4-6 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.61 0.42 0.75 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - P l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 158 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP Noo.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 *Except* BL1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-5-9 oc bracing. REACTIONS (lb/size) AD = 37/0-2-13 27-8-0 P = 69/0-2-13 27-8-0 Q = 172/0-2-13 27-8-0 R = 166/0-2-13 27-8-0 S = 168/0-2-13 27-8-0 T = 168/0-2-13 27-8-0 U = 168/0-2-13 27-8-0 V = 168/0-2-13 27-8-0 W = 168/0-2-13 27-8-0 X = 169/0-2-13 27-8-0 Y = 167/0-2-13 27-8-0 Z = 168/0-2-13 27-8-0 AA = 167/0-2-13 27-8-0 AB = 169/0-2-13 27-8-0 AC = 146/0-2-13 27-8-0 Max Horz AD = 55(LC 23) Max Uplift AD = -1799(LC 22) P = -1865(LC 23) Q = -1880(LC 22) R = -90(LC 22) S = -64(LC 23) T = -68(LC 23) U = -2026(LC 23) V = -2028(LC 22) W = -84(LC 22) Max Uplift X = -1936(LC 23) Y = -1916(LC 22) Z = -102(LC 22) AA = -91(LC 23) AB = -1770(LC 23) AC = -1621(LC 22) Max Grav AD = 203(LC 15) P = 1905(LC 14) Q = 2006(LC 15) R = 204(LC 15) S = 181(LC 14) T = 184(LC 14) U = 2136(LC 14) V = 2151(LC 15) W = 200(LC 15) X = 2045(LC 14) Y = 2040(LC 15) Z = 219(LC 15) AA = 206(LC 14) AB = 1873(LC 14) AC = 1734(LC 15) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD AD-AE = -158/144 A-AE = -153/139 A-B = -194/194 B-C = -1209/1198 C-D = -808/799 D-E = -407/399 E-F = -401/397 F-G = -1016/1007 G-H = -617/609 H-I = -217/210 I-J = -1243/1236 J-K = -844/836 K-L = -445/438 L-M = -361/362 M-N = -764/764 N-O = -360/359 O-P = -61/39 BOT CHORD AC-AD = -222/197 AB-AC = -622/597 AA-AB = -818/806 Z-AA = -418/406 Y-Z = -415/403 BOT CHORD X-Y = -815/803 W-X = -621/615 V-W = -221/215 U-V = -600/593 T-U = -845/843 S-T = -445/443 R-S = -367/366 Q-R = -767/766 P-Q = -1138/1137 WEBS N-Q = -1945/1883 M-R = -170/114 L-S = -142/86 K-T = -143/88 J-U = -177/121 I-V = -2111/2048 H-W = -160/104 G-X = -154/98 F-Y = -2000/1936 E-Z = -178/122 D-AA = -165/110 C-AB = = -193/135 B-AC = -1743/1681 B-AB = -2252/2271 F-X = -2368/2378 I-U = -2471/2479 N-P = -2155/2159 NOTES (14-15) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement ((i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 777093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R10G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378248 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:14 2010 Page 2 NOTES (14-15) 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 179 lb uplift at joint AD, 1865 lb uplift at joint P, 1880 lb uplift at joint Q, 90 lb uplift at joint R, 64 lb uplift at joint S, 68 lb uplift at joint T, 2026 lb uplift at joint U, 2028 lb uplift at joint V, 84 lb uplift at joint W, 1936 lb uplift at joint X, 1916 lb uplift at joint Y, 102 lb uplift at joint Z, 91 lb uplift at joint AA, 1770 lb uplift at joint AB and 1621 lb uplift at joint AC. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads aloong bottom chord from 0-0-0 to 27-8-0 for 200.0 plf. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanennt bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R11 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378249 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:14 2010 Page 1 Scale = 1:38.4 W7 T2 W1 B1 W6 W5 W4 W3 W2 T1 B2 A B C D E J I H G F K L M N O P 2x6 4x5 3x7 2x6 3x6 4x5 3x5 3x4 3x4 3x4 7-7-5 7-7-5 15-2-11 7-7-5 22-10-0 7-7-5 7-7-5 7-7-5 15-2-11 7-7-5 22-10-0 7-7-5 2-10-6 3-4-1 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.93 0.97 0.66 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.48 0.05 (loc) G-I G-I F l/defl >936 >559 n/a L/d 240 180 n/a PLATES MT20 Weight: 117 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracingg. WEBS 1 Row at midpt D-F REACTIONS (lb/size) J = 947/0-1-8 0-5-8 F = 947/0-1-8 0-3-8 Max Horz J = 22(LC 7) Max Uplift J = -290(LC 7) F = -296(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J = -875/321 A-K = -1880/576 B-K = -1875/577 B-L = -1783/546 C-L = -1777/546 C-D = -1773/547 D-M = -75/15 E-M = -70/16 E-F = -330/117 BOT CHORD J-N = -44/88 I-N = -44/88 H-I = -595/1875 H-O = -595/1875 G-O = -595/1875 G-P = -557/1777 F-P = -557/1777 WEBS A-I = -582/1906 B-I = -469/273 B-G = -306/159 D-G = 0/352 D-F = -1843/578 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 290 lb uplift at joint J and 296 lb uplift at joint F. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 111) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R12 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378250 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:26 2010 Page 1 Scale = 1:39.8 W7 T2 W1 B1 W6 W5 W4 W3 W2 T1 B2 A B C D E J I H G F K L M N O P 2x6 4x6 3x5 2x6 3x6 3x5 4x6 3x4 3x4 3x4 7-10-8 7-10-8 15-9-0 7-10-8 23-7-8 7-10-8 7-10-8 7-10-8 15-9-0 7-10-8 23-7-8 7-10-8 2-10-3 3-4-1 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)1.00 0.82 0.72 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.31 -0.52 0.05 (loc) G-I G-I F l/defl >914 >534 n/a L/d 240 180 n/a PLATES MT20 Weight: 120 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling dirrectly applied or 7-9-8 oc bracing. WEBS 1 Row at midpt B-G, D-F REACTIONS (lb/size) J = 980/0-1-8 0-7-12 F = 980/0-1-8 0-3-8 Max Horz J = 22(LC 7) Max Uplift J = -301(LC 7) F = -306(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J = -906/332 A-K = -2023/621 B-K = -2017/621 B-L = -1914/586 C-L = -1908/587 C-D = -1904/587 D-M = -79/16 E-M = -73/17 E-F = -332/122 BOT CHORD J-N = -47/94 I-N = -47/94 H-I = -640/2018 H-O = -640/2018 G-O = -640/2018 G-P = -598/1908 F-P = -598/1908 WEBS A-I = -624/2040 B-I = -483/282 B-G = -321/159 D-G = 0/359 D-F = -1969/617 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber r DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301 lb uplift at joint J and 306 lb uplift at joint F. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcornn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R13 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378251 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:33 2010 Page 1 Scale = 1:39.1 W7 T2 W1 B1 W6 W5 W4 W3 W2 T1 B2 A B C D E J I H G F K L M N O P 2x6 4x6 3x7 2x6 3x6 3x7 3x5 3x4 3x4 3x4 7-7-14 7-7-14 15-3-12 7-7-14 22-11-9 7-7-14 7-7-14 7-7-14 15-3-12 7-7-14 22-11-9 7-7-14 2-10-6 3-4-1 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.94 0.98 0.67 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.29 -0.49 0.05 (loc) G-I G-I F l/defl >926 >551 n/a L/d 240 180 n/a PLATES MT20 Weight: 117 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 occ bracing. WEBS 1 Row at midpt D-F REACTIONS (lb/size) J = 952/0-1-8 0-7-12 F = 952/0-1-8 0-3-8 Max Horz J = 22(LC 7) Max Uplift J = -292(LC 7) F = -298(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J = -880/323 A-K = -1904/584 B-K = -1899/585 B-L = -1804/552 C-L = -1799/553 C-D = -1795/554 D-M = -75/15 E-M = -71/16 E-F = -330/118 BOT CHORD J-N = -45/89 I-N = -45/89 H-I = -602/1899 H-O = -602/1899 G-O = -602/1899 G-P = -564/1799 F-P = -564/1799 WEBS A-I = -589/1928 B-I = -471/274 B-G = -309/159 D-G = 0/353 D-F = -1864/585 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=220.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 292 lb uplift at joint J and 298 lb uplift at joint F. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more informaation. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R14 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378252 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:50 2010 Page 1 Scale = 1:35.3 W7 T2 W1 B1 W6 W5 W4 W3 W2 T1 B2 A B C D E J I H G F K L M N O P 2x6 4x5 3x5 2x6 4x4 3x6 3x5 3x4 3x4 3x4 6-11-14 6-11-14 13-11-12 6-11-14 20-11-9 6-11-14 6-11-14 6-11-14 13-11-12 6-11-14 20-11-9 6-11-14 2-10-14 3-4-1 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.79 0.87 0.56 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.36 0.04 (loc) G-I G-I F l/defl >999 >684 n/a L/d 240 180 n/a PLATES MT20 Weight: 109 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins, except end verticals. BOT CHORD Rigid ceiliing directly applied or 8-10-8 oc bracing. WEBS 1 Row at midpt D-F REACTIONS (lb/size) J = 868/0-1-8 0-7-12 F = 868/0-1-8 0-3-8 Max Horz J = 20(LC 7) Max Uplift J = -266(LC 7) F = -272(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J = -803/294 A-K = -1567/480 B-K = -1562/481 B-L = -1493/457 C-L = -1488/457 C-D = -1484/458 D-M = -65/12 E-M = -61/13 E-F = -323/107 BOT CHORD J-N = -38/75 I-N = -38/75 H-I = -497/1563 H-O = -497/1563 G-O = -497/1563 G-P = -467/1488 F-P = -467/1488 WEBS A-I = -491/1609 B-I = -434/251 B-G = -272/156 D-G = 0/335 D-F = -1564/491 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumbeer DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 266 lb uplift at joint J and 272 lb uplift at joint F. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendicees and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcoorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R15 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378253 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:58 2010 Page 1 Scale = 1:32.4 W6 T2 W1 B1 W5 W4 W3 W2 T1 B2 A B C D E I H G F J K L M N 3x7 2x6 3x7 2x6 4x5 3x4 3x4 3x4 3x4 9-7-3 9-7-3 19-2-6 9-7-3 6-4-13 6-4-13 12-9-9 6-4-13 19-2-6 6-4-13 2-11-5 3-4-1 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.78 0.91 0.35 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.49 -0.73 0.04 (loc) F-G F-GF l/defl >467 >312 n/a L/d 240 180 n/a PLATES MT20 Weight: 97 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. WEBS S 1 Row at midpt B-I, D-F REACTIONS (lb/size) I = 794/0-1-8 0-7-12 F = 794/0-1-8 0-3-8 Max Horz I = 18(LC 7) Max Uplift I = -243(LC 7) F = -249(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-I = -319/99 A-J = -100/10 B-J = -99/11 B-K = -1347/351 C-K = -1343/352 C-D = -1340/352 D-L = -85/4 E-L = -83/4 E-F = -317/98 BOT CHORD I-M = -437/1252 H-M = -437/1252 G-H = -437/1252 G-N = -412/1196 F-N = -412/1196 WEBS B-I = -1307/450 B-G = 0/318 D-G = 0/380 D-F = -1266/447 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Cateegory II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 243 lb uplift at joint I and 249 lb uplift at joint F. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptancee of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R16 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378254 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:58 2010 Page 1 Scale = 1:35.6 W7 T2 W1 B1 W6 W5 W4 W3 W2 T1 B2 A B C D E J I H G F K L M N O P 2x6 4x5 3x5 2x6 3x6 3x6 3x5 3x4 3x4 3x4 7-0-13 7-0-13 14-1-9 7-0-13 21-2-6 7-0-13 7-0-13 7-0-13 14-1-9 7-0-13 21-2-6 7-0-13 2-10-13 3-4-1 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.81 0.88 0.57 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.38 0.04 (loc) G-I G-I F l/defl >999 >667 n/a L/d 240 180 n/a PLATES MT20 Weight: 110 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly appplied or 8-9-4 oc bracing. WEBS 1 Row at midpt D-F REACTIONS (lb/size) J = 878/0-1-8 0-7-12 F = 878/0-1-8 0-3-8 Max Horz J = 20(LC 7) Max Uplift J = -269(LC 7) F = -275(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J = -812/297 A-K = -1604/491 B-K = -1599/492 B-L = -1527/467 C-L = -1522/468 C-D = -1519/468 D-M = -66/12 E-M = -62/13 E-F = -324/109 BOT CHORD J-N = -39/76 I-N = -39/76 H-I = -508/1600 H-O = -508/1600 G-O = -508/1600 G-P = -478/1522 F-P = -478/1522 WEBS A-I = -502/1644 B-I = -438/254 B-G = -276/157 D-G = 0/338 D-F = -1597/501 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Platte DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 269 lb uplift at joint J and 275 lb uplift at joint F. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheett for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houstonn, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R17 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378255 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:59 2010 Page 1 Scale = 1:40.5 W7 T1 T3 W1 B1 W6 W5 W4 W3 W2 T2 B2 A B C D E F K J I H G L M N O P Q R 2x6 4x6 3x6 3x5 2x6 4x6 3x5 3x6 3x4 3x4 3x4 7-8-13 7-8-13 15-5-9 7-8-13 23-2-6 7-8-13 5-6-2 5-6-2 7-8-13 2-2-11 15-5-9 7-8-13 23-2-6 7-8-13 2-11-11 3-4-1 2-11-11 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.86 0.99 0.72 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.52 0.06 (loc) H-J H-J G l/defl >905 >531 n/a L/d 240 180 n/a PLATES MT20 Weight: 119 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt C-H, E-G REACTIONS (lb/size) K = 962/0-1-8 0-7-12 G = 962/0-1-8 0-3-8 Max Horz K = 17(LC 7) Max Uplift K = -296(LC 7) G = -300(LC 7) Max Grav K = 990(LC 3) G = 1046(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K = -916/326 A-L = -2010/602 B-L = -2010/602 B-M = -2009/601 C-M = -2006/601 C-N = -1989/561 D-N = -1983/561 D-E = -1978/562 E-O = -77/16 F-O = -72/17 F-G = -332/120 BOT CHORD K-P = -45/101 J-P = -45/101 I-J = -619/2010 I-Q = -619/2010 H-Q = -619/2010 H-R = -572/1983 G-R = -572/1983 WEBS A-J = -609/2068 C-J = -533/287 C-H = -353/145 WEBS E-H = 0/360 E-G = -2051/592 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interiorr(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 296 lb uplift at joint K and 300 lb uplift at joint G. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semmi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R18 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378256 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:59 2010 Page 1 Scale = 1:43.0 W7 T1 T2 W1 B1 W6 W5 W4 W3 W2 B2 A B C D I H G F E J K L M N 3x4 4x7 2x6 3x8 3x10 MT20H 3x6 5x10 3x4 3x5 8-7-0 8-7-0 16-6-3 7-11-3 24-7-10 8-1-7 8-7-0 8-7-0 8-11-6 0-4-6 16-6-3 7-6-13 24-7-10 8-1-7 3-0-3 3-4-1 3-0-3 0.25 12 308 Plate Offsets (X,Y): [H:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.99 0.86 0.85 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.35 -0.60 0.06 (loc) H-I H-I E l/defl >841 >489 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 125 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T1: 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W7: 2 X 4 SYP No.2 BRACING TOP CHORD SStructural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-9-2 oc bracing. WEBS 1 Row at midpt B-F, C-E REACTIONS (lb/size) I = 1022/0-1-8 0-3-8 E = 1022/0-1-8 0-3-8 Max Horz I = 15(LC 7) Max Uplift I = -315(LC 7) E = -318(LC 7) Max Grav I = 1067(LC 3) E = 1077(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-I = -984/350 A-J = -2204/633 B-J = -2204/633 B-K = -2144/635 C-K = -2134/636 C-L = -84/17 D-L = -78/18 D-E = -335/125 BOT CHORD I-M = -57/130 H-M = -57/130 G-H = -685/2272 F-G = -685/2272 F-N = -646/2139 E-N = -646/2139 WEBS A-H = -621/2184 B-H = -510/283 B-F = -365/121 WEBS C-F = 0/377 C-E = -2196/665 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint I and 318 lb uplift at joint E. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chordd and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R19 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378257 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:00 2010 Page 1 Scale = 1:39.0 W7 T1 T2 W1 B1 W6 W5 W4 W3 W2 B2 A B C D I H G F E J K L M N O 3x5 6x6 5x5 2x6 3x5 4x5 3x4 3x4 4x7 8-9-8 8-9-8 15-7-10 6-10-2 22-5-12 6-10-2 8-9-8 8-9-8 15-7-10 6-10-2 22-5-12 6-10-2 3-0-11 3-4-1 3-0-11 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.80 0.90 0.75 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.36 -0.61 0.05 (loc) H-I H-I E l/defl >730 >435 n/a L/d 240 180 n/a PLATES MT20 Weight: 116 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T1: 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W7: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, exceppt end verticals. BOT CHORD Rigid ceiling directly applied or 5-4-11 oc bracing. WEBS 1 Row at midpt C-E REACTIONS (lb/size) I = 932/0-1-8 0-5-3 E = 932/0-1-8 0-3-8 Max Horz I = 13(LC 7) Max Uplift I = -287(LC 7) E = -290(LC 7) Max Grav I = 972(LC 3) E = 973(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-I = -888/323 A-J = -1910/550 B-J = -1910/550 B-K = -1664/498 C-K = -1659/498 C-L = -64/11 D-L = -59/11 D-E = -320/104 BOT CHORD I-M = -51/124 H-M = -51/124 G-H = -576/1932 G-N = -576/1932 F-N = -576/1932 F-O = -507/1659 E-O = -507/1659 WEBS A-H = -538/1883 B-H = -423/255 B-F = -427/74 WEBS C-F = 0/379 C-E = -1755/539 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and fforces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) I, E considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 287 lb uplift at joint I and 290 lb uplift at joint E. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live llocated at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability duuring construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R20 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378258 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:00 2010 Page 1 Scale = 1:39.0 W6 T1 T2 W1 B1 W4 W5 W4 W3 W2 B2 A B C D E J I H G F K L M N O P Q 3x4 6x6 3x6 2x6 3x5 3x7 3x4 3x4 3x4 5x6 7-6-13 7-6-13 14-11-13 7-5-1 22-5-12 7-5-15 7-6-13 7-6-13 10-9-8 3-2-11 14-11-13 4-2-5 22-5-12 7-5-15 3-1-3 3-4-1 3-1-3 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.90 0.95 0.67 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.45 0.05 (loc) G-I G-I F l/defl >985 >589 n/a L/d 240 180 n/a PLATES MT20 Weight: 116 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigiid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt D-F REACTIONS (lb/size) J = 932/0-1-8 0-5-8 F = 932/0-1-8 0-3-8 Max Horz J = 11(LC 7) Max Uplift J = -287(LC 7) F = -290(LC 7) Max Grav J = 979(LC 3) F = 947(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J = -907/317 A-K = -1873/554 B-K = -1873/554 B-L = -1767/529 C-L = -1767/529 C-M = -1768/529 D-M = -1763/530 D-N = -72/14 E-N = -67/14 E-F = -326/114 BOT CHORD J-O = -30/77 I-O = -30/77 H-I = -565/1873 H-P = -565/1873 G-P = -565/1873 G-Q = -540/1767 F-Q = -540/1767 WEBS A-I = -572/1931 B-I = -532/284 B-G = -309/182 D-G = 0/339 D-F = -1841/562 WEBS A-I = -572/1931 B-I = -532/284 B-G = -309/182 D-G = 0/339 D-F = -1841/562 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) J, F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 287 lb uplift at joint J and 290 lb uplift at joint F. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individuaal web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R21 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378259 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:01 2010 Page 1 Scale = 1:39.0 W6 T1 T2 W1 B1 W4 W5 W4 W3 W2 B2 A B C D E J I H G F K L M N O P Q 3x4 6x6 3x5 2x6 3x5 3x7 3x4 3x4 3x4 5x6 7-6-13 7-6-13 14-11-13 7-5-1 22-5-12 7-5-15 7-6-13 7-6-13 12-9-8 5-2-11 14-11-13 2-2-5 22-5-12 7-5-15 3-1-11 3-4-1 3-1-11 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.90 0.95 0.67 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.45 0.05 (loc) G-I G-I F l/defl >988 >595 n/a L/d 240 180 n/a PLATES MT20 Weight: 116 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Riigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt D-F REACTIONS (lb/size) J = 932/0-1-8 0-5-8 F = 932/0-1-8 0-3-8 Max Horz J = 9(LC 7) Max Uplift J = -287(LC 7) F = -290(LC 7) Max Grav J = 984(LC 3) F = 953(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J = -913/318 A-K = -1851/542 B-K = -1851/542 B-L = -1788/531 C-L = -1788/531 C-M = -1786/530 D-M = -1783/530 D-N = -73/13 E-N = -67/14 E-F = -325/114 BOT CHORD J-O = -29/76 I-O = -29/76 H-I = -551/1851 H-P = -551/1851 G-P = -551/1851 G-Q = -540/1788 F-Q = -540/1788 WEBS A-I = -560/1911 B-I = -533/282 B-G = -260/207 D-G = 0/329 D-F = -1864/562 WEBS A-I = -560/1911 B-I = -533/282 B-G = -260/207 D-G = 0/329 D-F = -1864/562 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) J, F considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 287 lb uplift at joint J and 290 lb uplift at joint F. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Thhis truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of indiviidual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R22 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378260 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:01 2010 Page 1 Scale = 1:38.9 W5 T1 T2 W1 B1 W4 W3 W4 W3 W2 B2 A B C D I H G F E J K L M N O 3x4 6x6 5x5 3x4 3x5 4x5 3x4 3x4 4x8 7-4-12 7-4-12 14-9-8 7-4-12 22-5-12 7-8-4 7-4-12 7-4-12 14-9-8 7-4-12 22-5-12 7-8-4 3-2-3 3-4-1 3-2-3 0.25 12 8408 Plate Offsets (X,Y): [D:0-0-8,0-1-8], [E:0-4-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.92 0.99 0.66 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.28 -0.46 0.05 (loc) E-F E-FE l/defl >940 >577 n/a L/d 240 180 n/a PLATES MT20 Weight: 116 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins, exccept end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt C-E REACTIONS (lb/size) I = 932/0-1-8 0-5-8 E = 932/0-1-8 0-3-8 Max Horz I = 7(LC 7) Max Uplift I = -288(LC 7) E = -290(LC 7) Max Grav I = 989(LC 3) E = 960(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-I = -919/317 A-J = -1818/533 B-J = -1818/533 B-K = -1775/505 C-K = -1775/505 C-L = -86/21 D-L = -80/21 D-E = -340/133 BOT CHORD I-M = -24/72 H-M = -24/72 G-H = -541/1818 G-N = -541/1818 F-N = -541/1818 F-O = -516/1766 E-O = -516/1766 WEBS A-H = -556/1892 B-H = -554/284 B-F = -212/234 C-F = 0/318 C-E = -1816/526 WEBS A-H = -556/1892 B-H = -554/284 B-F = -212/234 C-F = 0/318 C-E = -1816/526 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) I, E considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint I and 290 lb uplift at joint E. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Thiis truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individdual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R23 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378261 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:02 2010 Page 1 Scale = 1:38.9 W4 T1 T3 W1 B1 W2 W3 W2 W3 W2 T2 B2 A B C D E F K J I H G L M N O P Q R 3x4 6x6 3x7 3x5 3x4 3x7 3x5 3x4 3x4 3x4 5x6 7-6-8 7-6-8 14-11-4 7-4-12 22-5-12 7-6-8 7-6-8 7-6-8 14-11-4 7-4-12 16-9-8 1-10-4 22-5-12 5-8-4 3-2-11 3-4-1 3-2-11 0.25 12 8 Plate Offsets (X,Y): [F:0-0-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.90 0.96 0.66 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.43 0.05 (loc) H-J H-J G l/defl >999 >614 n/a L/d 240 180 n/a PLATES MT20 Weight: 117 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt D-G REACTIONS (lb/size) K = 932/0-1-8 0-5-8 G = 932/0-1-8 0-3-8 Max Horz K = 5(LC 7) Max Uplift K = -288(LC 7) G = -289(LC 7) Max Grav K = 1010(LC 13) G = 968(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K = -939/318 A-L = -1832/524 B-L = -1832/524 B-M = -1799/526 C-M = -1799/526 C-D = -1799/526 D-N = -76/14 E-N = -76/14 E-O = -79/16 F-O = -73/17 F-G = -329/117 BOT CHORD K-P = -24/73 J-P = -24/73 I-J = -530/1832 I-Q = -530/1832 H-Q = -530/1832 H-R = -531/1799 G-R = -531/1799 WEBS A-J = -543/1900 WEBS B-J = -550/281 B-H = -218/260 D-H = 0/319 D-G = -1869/550 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) K, G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint K and 289 lb uplift at joint G. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been deesigned for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members onlly. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R24 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378262 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:02 2010 Page 1 Scale = 1:39.0 BL1 T1 T3 BL2 B1 W1 W2 W1 W2 W1 T2 B2 A B C D E F K J I H G L M N O P Q R 3x4 6x6 3x7 3x6 3x5 3x5 3x7 3x4 3x4 3x4 5x6 7-6-8 7-6-8 14-11-4 7-4-12 22-5-12 7-6-8 7-6-8 7-6-8 14-11-4 7-4-12 18-9-8 3-10-4 22-5-12 3-8-4 3-3-3 3-4-1 3-3-3 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.90 0.95 0.67 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.43 0.05 (loc) H-J H-J G l/defl >999 >620 n/a L/d 240 180 n/a PLATES MT20 Weight: 117 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt D-G REACTIONS (lb/size) K = 932/0-1-8 0-5-8 G = 932/0-1-8 0-3-8 Max Horz K = 3(LC 7) Max Uplift K = -288(LC 7) G = -289(LC 7) Max Grav K = 1025(LC 13) G = 977(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K = -954/318 A-L = -1840/517 B-L = -1840/517 B-M = -1805/522 C-M = -1805/522 C-D = -1805/522 D-N = -98/24 E-N = -98/24 E-O = -95/24 F-O = -93/25 F-G = -331/119 BOT CHORD K-P = -22/72 J-P = -22/72 I-J = -520/1840 I-Q = -520/1840 H-Q = -520/1840 H-R = -525/1805 G-R = -525/1805 WEBS A-J = -537/1911 WEBS B-J = -562/281 B-H = -214/239 D-H = 0/319 D-G = -1879/537 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) K, G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint K and 289 lb uplift at joint G. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 2250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insuree stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R25 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378263 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:03 2010 Page 1 Scale = 1:39.0 W4 T1 T3 W1 B1 W2 W3 W2 W3 W2 T2 B2 A B C D E F K J I H G L M N O P Q R 3x4 6x6 3x7 3x5 3x5 3x5 3x7 3x4 3x4 3x4 5x6 7-6-8 7-6-8 14-11-4 7-4-12 22-5-12 7-6-8 7-6-8 7-6-8 14-11-4 7-4-12 20-9-8 5-10-4 22-5-12 1-8-4 3-3-11 3-4-1 3-3-11 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.91 0.95 0.67 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.42 0.05 (loc) H-J H-J G l/defl >999 >627 n/a L/d 240 180 n/a PLATES MT20 Weight: 117 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORRD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt D-G REACTIONS (lb/size) K = 932/0-1-8 0-5-8 G = 932/0-1-8 0-3-8 Max Horz K = 1(LC 7) Max Uplift K = -288(LC 7) G = -289(LC 7) Max Grav K = 1034(LC 13) G = 988(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K = -963/319 A-L = -1835/512 B-L = -1835/512 B-M = -1823/510 C-M = -1823/510 C-D = -1823/510 D-N = -100/29 E-N = -100/29 E-O = -95/27 F-O = -94/28 F-G = -334/122 BOT CHORD K-P = -20/70 J-P = -20/70 I-J = -514/1835 I-Q = -514/1835 H-Q = -514/1835 H-R = -511/1823 G-R = -511/1823 WEBS A-J = -534/1912 B-J = -570/282 B-H = -218/214 WEBS D-H = 0/321 D-G = -1880/519 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) K, G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint K and 289 lb uplift at joint G. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated loadd of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to iinsure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R26 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378264 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:44:05 2010 Page 1 Scale = 1:22.1 W1 T1 W3 B1 W2 W1 A B C F E D G H I J 2x6 4x4 3x6 3x6 3x4 1.5x4 4-11-7 4-11-7 9-10-14 4-11-7 4-11-7 4-11-7 9-10-14 4-11-7 3-4-3 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.67 0.70 0.05 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.21 -0.49 0.00 (loc) E E-FD l/defl >561 >233 n/a L/d 240 180 n/a PLATES MT20 Weight: 50 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W3: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F = 404/0-1-8 0-3-8 D = 404/0-1-8 0-3-8 Max Uplift F = -125(LC 7) D = -125(LC 7) Max Grav F = 462(LC 20) D = 462(LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-F = -380/120 A-G = -181/56 B-G = -181/56 B-H = -181/56 C-H = -181/56 C-D = -360/108 BOT CHORD F-I = -17/66 E-I = -17/66 E-J = -56/181 D-J = -56/181 WEBS A-E = -45/155 B-E = -178/144 NOTES (9-10) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 lb uplift at joint F and 125 lb uplift at joint D. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THHIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 111,2010 Job 14290R Truss R27 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378265 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:03 2010 Page 1 Scale = 1:41.2 W7 T2 W1 B1 W6 W5 W4 W3 W2 T1 B2 A B C D E J I H G F K L M N O P Q 2x6 4x6 3x5 3x4 4x6 3x5 3x6 3x4 3x4 3x4 7-11-8 7-11-8 15-11-0 7-11-8 23-10-8 7-11-8 7-11-8 7-11-8 15-11-0 7-11-8 23-10-8 7-11-8 2-10-8 3-4-7 0.25 12 8 Plate Offsets (X,Y): [E:0-0-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.95 0.92 0.73 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.31 -0.54 0.06 (loc) G-I G-I F l/defl >900 >525 n/a L/d 240 180 n/a PLATES MT20 Weight: 122 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.1 *Except* B1: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2--4-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-9-13 oc bracing. WEBS 1 Row at midpt B-G, D-F REACTIONS (lb/size) J = 996/0-1-8 0-5-8 F = 1124/0-1-8 0-3-8 Max Horz J = 23(LC 7) Max Uplift J = -299(LC 7) F = -176(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J = -920/331 A-K = -2058/615 B-K = -2053/616 B-L = -1970/558 C-L = -1964/559 C-D = -1960/560 D-M = -90/4 M-N = -85/4 E-N = -85/8 E-F = -458/0 BOT CHORD J-O = -47/94 I-O = -47/94 H-I = -634/2053 H-P = -634/2053 G-P = -634/2053 G-Q = -570/1964 F-Q = -570/1964 WEBS A-I = -619/2077 B-I = -492/281 B-G = -299/182 D-G = 0/354 D-F = -2017/600 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 pplate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint J and 176 lb uplift at joint F. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) This truss has been designed for a moving concentrated load of 250..0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-N=-64, E-N=-144, F-J=-20 2) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-N=-64, E-N=-144, F-J=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-N=-64, E-N=-144, F-J=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-N=-36, E-N=-116, F-J=-20 5) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.225 Uniform Loads (plf) Vert: A-N=-24, E-N=-104, F-J=-40 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-N=30, E-N=-50, F-J=-10 Horz: A-E=-40 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-N=36, E-N=-44, F-J=-10 Horz: A-E=-46 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-N=16, E-N=-64, F-J=-10 Horz: A-E=-26 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-N=36, E-N=-44, F-J=-10 Horz: A-E=-46 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of iindividual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R27 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378265 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:03 2010 Page 2 LOAD CASE(S) Standard 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-N=22, E-N=-58, F-J=-10 Horz: A-E=-32 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-N=16, E-N=-64, F-J=-10 Horz: A-E=-26 12) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-N=10, E-N=-70, F-J=-10 Horz: A-E=-20 13) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-N=-24, E-N=-104, F-J=-20 Concentrated Loads (lb) Vert: A=-250 14) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-N=-24, E-N=-104, F-J=-20 Concentrated Loads (lb) Vert: K=-250 15) 3rd Moving Load: Lumber Increase=1.25, Pllate Increase=1.25 Uniform Loads (plf) Vert: A-N=-24, E-N=-104, F-J=-20 Concentrated Loads (lb) Vert: L=-250 16) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-N=-24, E-N=-104, F-J=-20 Concentrated Loads (lb) Vert: M=-250 17) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-N=-24, E-N=-104, F-J=-20 Concentrated Loads (lb) Vert: E=-250 18) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-N=-24, E-N=-104, F-J=-20 Concentrated Loads (lb) Vert: B=-250 19) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-N=-24, E-N=-104, F-J=-20 Concentrated Loads (lb) Vert: D=-250 20) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-N=-24, E-N=-104, F-J=-20 Concentrated Loads (lb) Vert: O=-250 21) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-N=-24, E-N=-104, F-J=-20 Concentrated Loads (lb) Verrt: P=-250 22) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-N=-24, E-N=-104, F-J=-20 Concentrated Loads (lb) Vert: Q=-250 Standard 23) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-N=-24, E-N=-104, F-J=-20 Concentrated Loads (lb) Vert: J=-250 24) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-N=-24, E-N=-104, F-J=-20 Concentrated Loads (lb) Vert: I=-250 25) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-N=-24, E-N=-104, F-J=-20 Concentrated Loads (lb) Vert: G=-250 26) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-N=-24, E-N=-104, F-J=-20 Concentrated Loads (lb) Vert: F=-250 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an iindividual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R28 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378266 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:04 2010 Page 1 Scale = 1:37.1 W7 T2 W1 B1 W6 W5 W4 W3 W2 T1 B2 A B C D E J I H G F K L M N O P Q 3x5 3x5 3x6 3x6 3x7 3x5 4x6 3x4 3x4 3x5 7-4-9 7-4-9 14-9-2 7-4-9 22-1-11 7-4-9 7-4-9 7-4-9 14-9-2 7-4-9 22-1-11 7-4-9 2-10-15 3-4-7 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.88 0.88 0.68 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.46 0.05 (loc) G-I G-I F l/defl >999 >571 n/a L/d 240 180 n/a PLATES MT20 Weight: 114 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP SS *Except* T1: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W1: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly appliedd or 3-3-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt D-F REACTIONS (lb/size) J = 991/0-1-8 0-7-12 F = 1350/0-1-9 0-3-8 Max Horz J = 21(LC 7) Max Uplift J = -208(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J = -921/237 A-K = -1912/362 B-K = -1907/363 B-L = -2087/73 C-L = -2083/73 C-D = -2079/74 D-M = -133/0 M-N = -126/0 E-N = -124/0 E-F = -603/0 BOT CHORD J-O = -36/86 I-O = -36/86 H-I = -380/1907 H-P = -380/1907 G-P = -380/1907 G-Q = -83/2083 F-Q = -83/2083 WEBS A-I = -366/1952 B-I = -515/207 B-G = -9/438 D-G = -38/241 D-F = -2127/133 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) C-C wind load user defined. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL==1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) J considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 208 lb uplift at joint J. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14 , 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) This truss has been desiggned for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-M=-64, E-M=-144, F-J=-20 2) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-M=-64, E-M=-144, F-J=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-M=-64, E-M=-144, F-J=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-M=-36, E-M=-116, F-J=-20 5) IBC BC Live: Lumber Inncrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-M=-24, E-M=-104, F-J=-40 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-M=30, E-M=-50, F-J=-10 Horz: A-E=-40 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-M=36, E-M=-44, F-J=-10 Horz: A-E=-46 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-M=16, E-M=-64, F-J=-10 Horz: A-E=-26 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-M=36, E-M=-44, F-J=-10 Horz: A-E=-46 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component iis responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R28 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378266 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:04 2010 Page 2 LOAD CASE(S) Uniform Loads (plf) Vert: A-M=22, E-M=-58, F-J=-10 Horz: A-E=-32 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-M=16, E-M=-64, F-J=-10 Horz: A-E=-26 12) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-M=10, E-M=-70, F-J=-10 Horz: A-E=-20 13) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-M=-24, E-M=-104, F-J=-20 Concentrated Loads (lb) Vert: A=-250 14) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-M=-24, E-M=-104, F-J=-20 Concentrated Loads (lb) Vert: K=-250 15) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-M=-24, E-M=-104, F-J=-20 Concentrateed Loads (lb) Vert: L=-250 16) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-M=-24, E-M=-104, F-J=-20 Concentrated Loads (lb) Vert: N=-250 17) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-M=-24, E-M=-104, F-J=-20 Concentrated Loads (lb) Vert: E=-250 18) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-M=-24, E-M=-104, F-J=-20 Concentrated Loads (lb) Vert: B=-250 19) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-M=-24, E-M=-104, F-J=-20 Concentrated Loads (lb) Vert: D=-250 20) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-M=-24, E-M=-104, F-J=-20 Concentrated Loads (lb) Vert: O=-250 21) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-M=-24, E-M=-104, F-J=-20 Concentrated Loads (lb) Vert: P=-250 22) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniformm Loads (plf) Vert: A-M=-24, E-M=-104, F-J=-20 Concentrated Loads (lb) Vert: Q=-250 23) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-M=-24, E-M=-104, F-J=-20 Concentrated Loads (lb) Vert: J=-250 24) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-M=-24, E-M=-104, F-J=-20 Concentrated Loads (lb) Vert: I=-250 25) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-M=-24, E-M=-104, F-J=-20 Concentrated Loads (lb) Vert: G=-250 26) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-M=-24, E-M=-104, F-J=-20 Concentrated Loads (lb) Vert: F=-250 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation off component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R29 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378267 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:04 2010 Page 1 Scale = 1:33.6 W7 T2 W1 B1 W6 W5 W4 W3 W2 T1 B2 A B C D E J I H G F K L M N O 2x6 3x6 3x5 3x6 3x5 4x5 4x5 3x4 3x4 3x4 6-8-9 6-8-9 13-5-2 6-8-9 20-1-11 6-8-9 6-8-9 6-8-9 13-5-2 6-8-9 20-1-11 6-8-9 2-11-7 3-4-7 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.93 0.99 0.58 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.20 -0.36 0.04 (loc) G-I G-I F l/defl >999 >671 n/a L/d 240 180 n/a PLATES MT20 Weight: 106 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP SS *Except* T1: 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceeiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt D-F REACTIONS (lb/size) J = 920/0-1-8 0-7-12 F = 1272/0-1-8 0-3-8 Max Horz J = 19(LC 7) Max Uplift J = -168(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J = -858/195 A-K = -1609/248 B-K = -1605/249 B-C = -1811/0 C-D = -1803/0 D-L = -110/0 E-L = -101/0 E-F = -572/0 BOT CHORD J-M = -31/72 I-M = -31/72 H-I = -264/1605 H-N = -264/1605 G-N = -264/1605 G-O = 0/1807 F-O = 0/1807 WEBS A-I = -252/1670 B-I = -491/170 B-G = 0/441 D-G = -55/211 D-F = -1884/7 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.155 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) J considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 lb uplift at joint J. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 250.0lb live loocated at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-64, D-E=-144, F-J=-20 2) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-64, D-E=-144, F-J=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-64, D-E=-144, F-J=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-36, D-E=-116, F-J=-20 5) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform LLoads (plf) Vert: A-D=-24, D-E=-104, F-J=-40 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=30, D-E=-50, F-J=-10 Horz: A-E=-40 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=36, D-E=-44, F-J=-10 Horz: A-E=-46 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=16, D-E=-64, F-J=-10 Horz: A-E=-26 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=36, D-E=-44, F-J=-10 Horz: A-E=-46 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual wweb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R29 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378267 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:04 2010 Page 2 LOAD CASE(S) Standard 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=22, D-E=-58, F-J=-10 Horz: A-E=-32 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=16, D-E=-64, F-J=-10 Horz: A-E=-26 12) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-D=10, D-E=-70, F-J=-10 Horz: A-E=-20 13) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-24, D-E=-104, F-J=-20 Concentrated Loads (lb) Vert: A=-250 14) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-24, D-E=-104, F-J=-20 Concentrated Loads (lb) Vert: K=-250 15) 3rd Moving Load: Lumber Increase=1.25, Pllate Increase=1.25 Uniform Loads (plf) Vert: A-D=-24, D-E=-104, F-J=-20 Concentrated Loads (lb) Vert: C=-250 16) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-24, D-E=-104, F-J=-20 Concentrated Loads (lb) Vert: L=-250 17) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-24, D-E=-104, F-J=-20 Concentrated Loads (lb) Vert: E=-250 18) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-24, D-E=-104, F-J=-20 Concentrated Loads (lb) Vert: B=-250 19) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-24, D-E=-104, F-J=-20 Concentrated Loads (lb) Vert: D=-250 20) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-24, D-E=-104, F-J=-20 Concentrated Loads (lb) Vert: M=-250 21) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-24, D-E=-104, F-J=-20 Concentrated Loads (lb) Verrt: N=-250 22) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-24, D-E=-104, F-J=-20 Concentrated Loads (lb) Vert: O=-250 Standard 23) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-24, D-E=-104, F-J=-20 Concentrated Loads (lb) Vert: J=-250 24) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-24, D-E=-104, F-J=-20 Concentrated Loads (lb) Vert: I=-250 25) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-24, D-E=-104, F-J=-20 Concentrated Loads (lb) Vert: G=-250 26) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-D=-24, D-E=-104, F-J=-20 Concentrated Loads (lb) Vert: F=-250 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an iindividual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R30 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378268 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:05 2010 Page 1 Scale = 1:20.8 W5 T1 W1 B1 W4 W3 W2 A B C F E D G H I J 2x6 3x5 2x6 3x5 3x4 3x4 6-0-3 6-0-3 12-0-0 5-11-13 6-0-3 6-0-3 12-0-0 5-11-13 3-0-0 3-3-0 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.60 0.66 0.47 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.17 0.01 (loc) E-F E-FD l/defl >999 >812 n/a L/d 240 180 n/a PLATES MT20 Weight: 65 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F = 4922/0-1-8 0-4-2 D = 492/0-1-8 0-3-8 Max Horz F = 11(LC 7) Max Uplift F = -150(LC 7) D = -155(LC 7) Max Grav F = 508(LC 13) D = 508(LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-F = -456/172 A-G = -614/186 B-G = -610/186 B-H = -51/7 C-H = -46/8 C-D = -310/87 BOT CHORD F-I = -22/52 E-I = -22/52 E-J = -195/611 D-J = -195/611 WEBS A-E = -190/634 B-E = -138/152 B-D = -644/206 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loadss have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 150 lb uplift at joint F and 155 lb uplift at joint D. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for thee truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 8577 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R31 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378269 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:05 2010 Page 1 Scale = 1:58.2 W10 T3 W1 B1 W9 W8 W7 W6 W5 W4 W3 W2 T1 T2 B2 B3 A B C D E F G H O N M L K J I P Q R S T U V W X Y Z AA 5x7 5x8 3x6 3x4 3x6 3x6 3x4 3x4 3x4 3x4 3x6 3x6 3x6 3x6 3x10 MT20H 4x6 9-0-7 9-0-7 18-0-13 9-0-7 27-1-4 9-0-7 33-10-8 6-9-4 6-9-5 6-9-5 13-6-10 6-9-5 20-3-14 6-9-5 27-1-3 6-9-5 33-10-8 6-9-5 2-6-6 3-2-14 1-2-0 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.99 0.96 0.80 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.41 -0.73 0.07 (loc) L-N L-NJ l/defl >781 >443 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 168 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP SS *Except* T11: 2 X 4 SYP No.2, T2: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.1 *Except* B2: 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-2-13 oc bracing. WEBS 1 Row at midpt B-O, E-J REACTIONS (lb/size) I = -172/0-1-8 0-3-8 J = 2902/0-3-7 0-3-8 Q = 952/0-1-8 0-5-4 Max Horz Q = 32(LC 7) Max Uplift I = -172(LC 1) Q = -274(LC 7) Max Grav I = 310(LC 7) J = 2902(LC 1) Q = 952(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD O-P = -174/769 A-P = -174/769 A-R = -249/54 B-R = -245/54 B-S = -2236/557 C-S = -2231/557 C-D = -2228/558 D-T = -1621/290 E-T = -1613/290 E-U = -408/1389 U-V = -406/1392 F-V = -405/1393 F--G = -400/1403 G-W = -92/0 H-W = -83/0 TOP CHORD H-I = -537/0 BOT CHORD O-X = -621/2029 N-X = -621/2029 M-N = -674/2292 M-Y = -674/2292 L-Y = -674/2292 K-L = -209/1147 K-Z = -209/1147 J-Z = -209/1147 J-AA = -1392/396 I-AA = -1392/396 WEBS B-O = -1913/577 B-N = 0/425 D-N = -168/253 D-L = -773/423 E-L = -149/734 E-J = -2728/650 G-J = -1723/0 G-I = -402/1577 A-Q = -1029/304 P-Q = -175/404 NOTES (14-15) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) C-C wind load user defined. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load noonconcurrent with any other live loads. 8) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 172 lb uplift at joint I and 274 lb uplift at joint Q. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14 , 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixxity model was used in the analysis and design of this truss. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-U=-64, H-U=-144, I-O=-20 2) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-U=-64, H-U=-144, I-O=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-U=-64, H-U=-144, I-O=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-U=-36, H-U=-116, I-O=-20 5) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-40 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,22010 Job 14290R Truss R31 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378269 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:05 2010 Page 2 LOAD CASE(S) Uniform Loads (plf) Vert: A-U=30, H-U=-50, I-O=-10 Horz: A-H=-40 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=36, H-U=-44, I-O=-10 Horz: A-H=-46 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=16, H-U=-64, I-O=-10 Horz: A-H=-26 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=36, H-U=-44, I-O=-10 Horz: A-H=-46 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=22, H-U=-58, I-O=-10 Horz: A-H=-32 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=16, H-U=-64, I-O=-10 Horz: A-H=-26 12) MWFRS 4th Wind Parallel: Lumber Increase=11.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=10, H-U=-70, I-O=-10 Horz: A-H=-20 13) IBC Snow on Overhangs: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 14) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: A=-250 15) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: R=-250 16) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: S=-250 17) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: T=-250 18) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: V=-250 19) 6th Moving Load: Luumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: W=-250 20) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: H=-250 21) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: B=-250 22) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: D=-250 23) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: E=-250 24) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: G=-250 25) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Cooncentrated Loads (lb) Vert: X=-250 26) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: Y=-250 27) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: Z=-250 28) 15th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: AA=-250 29) 16th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: O=-250 30) 17th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: N=-250 31) 18th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: L=-250 32) 19th Moving Load: Lumber Increase=1.25, Plate Increease=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: J=-250 33) 20th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: I=-250 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and braacing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R31A Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378270 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:06 2010 Page 1 Scale = 1:57.9 W10 T3 W1 B1 W9 W8 W7 W6 W5 W4 W3 W2 BL1 T1 T2 B2 B3 A B C D E F G H O N M L K J I PQ R S T U V W X Y Z AA 5x7 5x8 3x6 3x4 3x6 3x6 3x4 3x4 3x4 3x4 3x6 3x6 3x6 3x6 3x10 MT20H 4x6 9-0-7 9-0-7 18-0-13 9-0-7 27-1-4 9-0-7 33-10-8 6-9-4 6-9-5 6-9-5 13-6-10 6-9-5 20-3-14 6-9-5 27-1-3 6-9-5 33-10-8 6-9-5 2-6-6 3-2-14 1-6-0 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.97 0.96 0.80 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.41 -0.73 0.06 (loc) L-N L-NJ l/defl >781 >443 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 167 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 *Exceppt* T3: 2 X 4 SYP SS, T2: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.1 *Except* B2: 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 *Except* W10: 2 X 4 SYP No.2 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 2-10-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-2-11 oc bracing. WEBS 1 Row at midpt B-O, E-J REACTIONS (lb/size) I = -175/0-1-8 0-3-8 J = 2904/0-3-7 0-3-8 Q = 951/0-1-8 0-5-4 Max Horz Q = 32(LC 7) Max Uplift I = -175(LC 1) Q = -274(LC 7) Max Grav I = 310(LC 7) J = 2904(LC 1) Q = 951(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD O-P = -175/771 A-P = -175/771 A-R = -245/47 B-R = -240/48 B-S = -2234/554 C-S = -2230/554 C-D = -2226/555 D-T = -1617/287 E-T = -1609/288 E-U = -410/1395 U-V = -407/1398 F-V = -407/1398 F-G = -402/1408 TOP CHORD G-W = -92/0 H-W = -83/0 H-I = -537/0 BOT CHORD O-X = -618/2029 N-X = -618/2029 M-N = -671/2288 M-Y = -671/2288 L-Y = -671/2288 K-L = -207/1143 K-Z = -207/1143 J-Z = -207/1143 J-AA = -1397/397 I-AA = -1397/397 WEBS B-O = -1917/581 B-N = 0/424 D-N = -166/254 D-L = -774/422 E-L = -149/734 E-J = -2730/649 G-J = -1725/0 G-I = -404/1583 A-Q = -1094/329 P-Q = -227/558 NOTES (14-15) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) C-C wind load user defined. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 175 lb uplift at joint I and 274 lb uplift at joint Q. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14 , 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) "Semi-rigid pitchbreakks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-U=-64, H-U=-144, I-O=-20 2) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-U=-64, H-U=-144, I-O=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-U=-64, H-U=-144, I-O=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-U=-36, H-U=-116, I-O=-20 5) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-40 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74733 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R31A Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378270 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:06 2010 Page 2 LOAD CASE(S) 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=30, H-U=-50, I-O=-10 Horz: A-H=-40 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=36, H-U=-44, I-O=-10 Horz: A-H=-46 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=16, H-U=-64, I-O=-10 Horz: A-H=-26 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=36, H-U=-44, I-O=-10 Horz: A-H=-46 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=22, H-U=-58, I-O=-10 Horz: A-H=-32 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=16, H-U=-64, I-O=-10 Horzz: A-H=-26 12) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=10, H-U=-70, I-O=-10 Horz: A-H=-20 13) IBC Snow on Overhangs: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 14) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: A=-250 15) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: R=-250 16) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: S=-250 17) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: T=-250 18) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Conceentrated Loads (lb) Vert: V=-250 19) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: W=-250 20) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: H=-250 21) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: B=-250 22) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: D=-250 23) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: E=-250 24) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: G=-250 25) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: X=-250 26) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: Y=-250 27) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: Z=-250 28) 15th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: AA=-250 29) 16th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: O=-250 30) 17th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: N=-250 31) 18th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: L=-250 332) 19th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: J=-250 33) 20th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: I=-250 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricatioon, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R31G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378271 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:07 2010 Page 1 Scale = 1:56.6 W6 T3 W1 B1 ST1 W5 ST2 ST3 ST4 ST5 W4 ST6 ST7 ST8 ST9 ST10 W3 ST11 ST12 ST13 ST14 ST15 ST16 W2 T1 T2 B2 B3 A B C D E F G H I J K L M N O P Q R AL AK AJ AI AH AGAF AE AD AC AB AA Z Y X W V U T S AM 5x8 AN 3x4 3x6 6x6 3x4 4x7 7x8 7x8 7x6 6x6 3x7 6x6 3x7 7x6 4x6 5x5 3x6 33-10-8 33-10-8 33-10-8 33-10-8 2-6-6 3-2-14 0.25 12 308 308 Plate Offsets (X,Y): [K:0-3-8,Edge], [Z:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.92 0.92 0.92 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.10 -0.21 0.04 (loc) U U-VS l/defl >985 >451 n/a L/d 240 180 n/a PLATES MT20 Weight: 181 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 *Except* T3: 22 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 *Except* B3: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W4,W3: 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 *Except* ST10: 2 X 4 SYP No.2, BL1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-0-10 oc bracing. REACTIONS (lb/size) AL = 50/0-3-6 27-3-0 S = 767/0-1-8 0-3-8 W = 887/0-3-6 27-3-0 X = -161/0-3-6 27-3-0 Z = -215/0-3-6 27-3-0 AA = 615/0-3-6 27-3-0 AB = 182/0-3-6 27-3-0 AC = 163/0-3-6 27-3-0 AD = 168/0-3-6 27-3-0 AE = 38/0-3-6 27-3-0 AG = 299/0-3-6 27-3-0 AH = 171/0-3-6 27-3-0 AI = 165/0-3-6 27-3-0 AJ = 121/0-3-6 27-3-0 AK = 199/0-3-6 27-3-0 Max Horz AL = 61(LC 23) Max Uplift AL = -144(LC 22) X = -292(LC 23) Z = -3873(LC 17) AA = -3599(LC 22) AB = -125(LC 22) Max Uplift AC = -80(LC 23) AD = -67(LC 23) AE = -2570(LC 23) AG = -2480(LC 22) AH = -111(LC 22) AI = -94(LC 23) AJ = -1855(LC 23) AK = -1713(LC 22) Max Grav AL = 180(LC 17) S = 822(LC 14) W = 1026(LC 15) Z = 3468(LC 22) AA = 4321(LC 15) AB = 260(LC 15) AC = 189(LC 14) AD = 183(LLC 14) AE = 2500(LC 14) AG = 2783(LC 15) AH = 231(LC 15) AI = 207(LC 14) AJ = 1892(LC 14) AK = 1895(LC 17) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD AL-AM = -136/115 A-AM = -130/109 A-B = -235/234 B-C = -1412/1345 C-D = -1023/948 D-E = -622/546 E-F = -274/207 F-G = -1960/1764 G-H = -1588/1366 H-I = -1189/969 I-J = -788/570 J-K = -390/174 K-L = -3175/2479 L-M = -2777/2082 M-AN = -2371/1683 N-AN = -2009/1359 N-O = -1981/1283 O-P = -1537/846 P-Q = -1157/449 Q-R = -379/376 R-S = -88/60 TOP CHORD AL-AM = -136/115 A-AM = -130/109 A-B = -235/234 B-C = -1412/1345 C-D = -1023/948 D-E = -622/546 E-F = -274/207 F-G = -1960/1764 G-H = -1588/1366 H-I = -1189/969 I-J = -788/570 J-K = -390/174 K-L = -3175/2479 L-M = -2777/2082 M-AN = -2371/1683 N-AN = -2009/1359 N-O = -1981/1283 O-P = -1537/846 P-Q = -1157/449 Q-R = -379/376 R-S = -88/60 BOT CHORRD AK-AL = -267/238 AJ-AK = -667/638 AI-AJ = -975/1021 AH-AI = -575/621 AG-AH = -231/276 AF-AG = -271/316 AE-AF = -631/676 AD-AE = -1387/1587 AC-AD = -987/1187 AB-AC = -587/787 AA-AB = -187/387 Z-AA = -527/728 Y-Z = -2092/2774 X-Y = -1861/2414 W-X = -1692/2374 V-W = -1292/1974 U-V = -892/1534 T-U = -452/1174 S-T = -92/774 WEBS Q-T = 0/362 P-U = -114/0 O-V = -138/0 N-W = -601/0 M-X = -44/205 L-Z = -259/144 K-AA = -4296/3618 J-AB = -216/145 I-AC = -150/99 H-AD = -143/87 G-AE = -185/125 F-AG = -2743/2500 E-AH = -190/130 D-AI = -165/112 C-AJ = -189/129 B-AK = -1899/1769 B-AJ = -2396/2509 F-AE = -3178/3422 K-Z = -4494/5296 Q-S = -1176/0 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building dessigner - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R31G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378271 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:08 2010 Page 2 NOTES (16-17) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Alll plates are 1.5x4 MT20 unless otherwise indicated. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint AL, 292 lb uplift at joint X, 3873 lb uplift at joint Z, 3599 lb uplift at joint AA, 125 lb uplift at joint AB, 80 lb uplift at joint AC, 67 lb uplift at joint AD, 2570 lb uplift at joint AE, 2480 lb uplift at joint AG, 111 lb uplift at joint AH, 94 lb uplift at joint AI, 1855 lb uplift at joint AJ and 1713 lb uplift at joint AK. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31,, 32, 33 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 13) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 33-10-8 for 200.0 plf. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Uplift for first LC exceeds limits 16) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 17) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-AN=-64, R-AN=-144, S-AL=-20 2) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-AN=-64, R-AN=-144, S-AL=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Inncrease=1.15 Uniform Loads (plf) Vert: A-AN=-64, R-AN=-144, S-AL=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-AN=-36, R-AN=-116, S-AL=-20 5) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-AN=-24, R-AN=-104, S-AL=-40 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=30, R-AN=-50, S-AL=-10 Horz: A-R=-40 Standard 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=36, R-AN=-44, S-AL=-10 Horz: A-R=-46 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=16, R-AN=-64, S-AL=-10 Horz: A-R=-26 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=36, R-AN=-44, S-AL=-10 Horz: A-R=-46 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=22, R-AN=-58, S-AL=-10 Horz: A-R=-32 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.333, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=16, R-AN=-64, S-AL=-10 Horz: A-R=-26 12) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=10, R-AN=-70, S-AL=-10 Horz: A-R=-20 13) IBC Snow on Overhangs: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: A-AN=-24, R-AN=-104, S-AL=-20 14) Snow-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=-60, R-AN=-140, S-AL=-20 Horz: A-B=9601, B-C=9601, C-D=9601, D-E=9601, E-F=9601, F-G=9601, G-H=9601, H-L=9601, L-AN=9601, N-AN=9600, N-O=9601, O-P=9601, P-Q=9601, Q-R=9601 Drag: S-AL=-200 15) Snow-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=-68, R-AN=-148, S-AL=-20 Horz: A-B=-9601, B-C=-9601, C-D=-9601, D-E=-9601 , E-F=-9601, F-G=-9601, G-H=-9601, H-L=-9601, L-AN=-9601, N-AN=-9600, N-O=-9601, O-P=-9601, P-Q=-9601, Q-R=-9601 Drag: S-AL=200 16) Regular-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase==1.33 Uniform Loads (plf) Vert: A-AN=-60, R-AN=-140, S-AL=-20 Horz: A-B=9601, B-C=9601, C-D=9601, D-E=9601, E-F=9601, F-G=9601, G-H=9601, H-L=9601, L-AN=9601, N-AN=9600, N-O=9601, O-P=9601, P-Q=9601, Q-R=9601 Drag: S-AL=-200 17) Regular-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=-68, R-AN=-148, S-AL=-20 Horz: A-B=-9601, B-C=-9601, C-D=-9601, D-E=-9601 , E-F=-9601, F-G=-9601, G-H=-9601, H-L=-9601, L-AN=-9601, N-AN=-9600, N-O=-9601, O-P=-9601, P-Q=-9601, Q-R=-9601 Drag: S-AL=200 18) Unbal.Snow-Left-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Standard Vert: A-AN=-60, R-AN=-140, S-AL=-20 Horz: A-B=9601, B-C=9601, C-D=9601, D-E=9601, E-F=9601, F-G=9601, G-H=9601, H-L=9601, L-AN=9601, N-AN=9600, N-O=9601, O-P=9601, P-Q=9601, Q-R=9601 Drag: S-AL=-200 19) Unbal.Snow-Left-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=-68, R-AN=-148, S-AL=-20 Horz: A-B=-9601, B-C=-9601, C-D=-9601, D-E=-9601 , E-F=-9601, F-G=-9601, G-H=-9601, H-L=-9601, L-AN=-9601, N-AN=-9600, N-O=-9601, O-P=-9601, P-Q=-9601, Q-R=-9601 Drag: S-AL=200 20) Unbal.Snow-Right-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=-32, R-AN=-112, S-AL=-20 Horz: A-B=9601, B-C=9601, C-D=9601, D-E=9601, E-F=9601, F-G=9601, G-H=9601, H-L=9601, L-AN=9601, N-AN=9600, N-O=9601, O-P=9601, P-Q=9601, Q-R=9601 Drag: S-AL=-200 21) Unbal.Snow-Right-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=-40, R-AN=-120, S-AL=-20 Horz: A-B=-9601, B-C=-9601, C-D=-9601, D-E=-9601 , E-F=-9601, F-G=-9601, G-H=-9601, H-L=-9601, L-AN=-9601, N-AN=-9600, N-O=-9601, O-P=-9601, P-Q=-9601, Q-R=-9601 Drag: S-AL=200 22) MWFRS Wind Left-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=40, R-AN=-40, S-AL=-10 Horz: A-B=9555, B-C=9555, C-D=9555, D-E=9555, E-F=9555, F-G=9555, G-H=9555, H-L=9555, L-AN=9555, N-AN=9554, N-O=9555, O-P=9555, P-Q=9555, Q-R=9555 Drag: S-AL=-200 23) MWFRS Wind Left-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=32, R-AN=-48, S-AL=-10 Horz: A-B=-9647, B-C=-9647, C-D=-9647, D-E=-9647 , E-F=-9647, F-G=-9647, G-H=-9647, H-L=-9647, L-AN=-9647, N-AN=-9646, N-O=-9647, O-P=-9647, P-Q=-9647, Q-R=-9647 Drag: S-AL=200 24) MWFRS Wind Right-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=20, R-AN=-60, S-AL=-10 Horz: A-B=9574, B-C=9574, C-D=9574, D-E=9574, E-F=9574, F-G=9574, G-H=9575, H-L=9574, L-AN=9574, N-AN=9574, N-O=9575, O-P=9574, P-Q=9575, Q-R=9574 Drag: S-AL=-200 25) MWFRS Wind Right-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=12, R-AN=-68, S-AL=-10 Horz: A-B=-9627, B-C=-9627, C-D=-9627, D-E=-9627 , E-F=-9627, F-G=-9627, G-H=-9627, H-L=-9627, L-AN=-9627, N-AN=-9627, N-O=-9627, O-P=-9627, P-Q=-9627, Q-R=-9627 Drag: S-AL=200 26) MWFRS 1st Wind Parallel-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform LLoads (plf) Continued on page 3 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R31G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378271 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:08 2010 Page 3 LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-AN=40, R-AN=-40, S-AL=-10 Horz: A-B=9555, B-C=9555, C-D=9555, D-E=9555, E-F=9555, F-G=9555, G-H=9555, H-L=9555, L-AN=9555, N-AN=9554, N-O=9555, O-P=9555, P-Q=9555, Q-R=9555 Drag: S-AL=-200 27) MWFRS 1st Wind Parallel-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=32, R-AN=-48, S-AL=-10 Horz: A-B=-9647, B-C=-9647, C-D=-9647, D-E=-9647, E-F=-9647, F-G=-9647, G-H=-9647, H-L=-9647, L-AN=-9647, N-AN=-9646, N-O=-9647, O-P=-9647, P-Q=-9647, Q-R=-9647 Drag: S-AL=200 28) MWFRS 2nd Wind Parallel-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=26, R-AN=-54, S-AL=-10 Horz: A-B=9569, B-C=9569, C-D=9569, D-E=9569, E-F=9569, F-G=9569, G-H=9569, H-L=9569, L-AN=99569, N-AN=9568, N-O=9569, O-P=9569, P-Q=9569, Q-R=9569 Drag: S-AL=-200 29) MWFRS 2nd Wind Parallel-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=18, R-AN=-62, S-AL=-10 Horz: A-B=-9633, B-C=-9633, C-D=-9633, D-E=-9633, E-F=-9633, F-G=-9633, G-H=-9633, H-L=-9633, L-AN=-9633, N-AN=-9632, N-O=-9633, O-P=-9633, P-Q=-9633, Q-R=-9633 Drag: S-AL=200 30) MWFRS 3rd Wind Parallel-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=20, R-AN=-60, S-AL=-10 Horz: A-B=9574, B-C=9574, C-D=9574, D-E=9574, E-F=9574, F-G=9574, G-H=9575, H-L=9574, L-AN=9574, N-AN=9574, N-O=9575, O-P=9574, P-Q=9575, Q-R=9574 Drag: S-AL=-200 31) MWFRS 3rd Wind Parallel-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=12, R-AN=-68, S-AL=-10 Horz: A-B=-9627, B-C=-9627, C-D=-9627, D-E=-9627, E-F=-9627, F-G=-9627, G-H=-9627, H-L=-9627, L-AN=-9627, N-AN=-9627, N-O=-9627, O-P=-9627, P-Q=-9627, Q-R=-9627 Drag: S-AL=200 32) MWFRS 4th Wind Parallel-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=14, R-AN=-66, S-AL=-10 Horz: A-B=9580, B-C=9580, C-D=9580, D-E=9580, E-F=9580, F-G=9580, G-H=9580, H-L=9580, L-AN=9580, N-AN=9580, N-O=9580, O-P=9580, P-Q=9580, Q-R=9580 Drag: S-AL=-200 33) MWFRS 4th Wind Parallel-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AN=6, R-AN=-74, S-AL=-10 Horz: A-B=-9621, B-C=-9621, C-D=-9621, D-E=-9621, E-F=-9621, F-G=-9621, G-H=-9621, H-L=-9621, L-AN=-9621, N-AN=-9621, N-O=-9621, O-P=-9621, P-Q=-9621, Q-R=-9621 Drag: S-AL=200 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateeral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R32 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378272 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:08 2010 Page 1 Scale = 1:57.8 W9 T3 W1 B1 W8 W7 W6 W5 W4 W3 W2 T1 T2 B2 B3 A B C D E F G H O N M L K J I P Q R S T U V W X Y Z AA 2x6 5x8 3x6 3x6 3x7 3x10 MT20H 1.5x4 3x6 3x6 3x4 3x4 3x4 3x6 3x6 3x10 MT20H 4x6 4-5-0 4-5-0 14-2-13 9-9-13 24-0-11 9-9-13 33-10-8 9-9-13 4-5-0 4-5-0 11-9-6 7-4-6 19-1-12 7-4-6 26-6-2 7-4-6 33-10-8 7-4-6 2-6-6 3-2-14 1-2-0 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.99 0.83 0.87 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.54 -1.10 0.11 (loc) J-L J-LI l/defl >655 >318 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 161 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP SS *Except* T1: 2 X 4 SYP No.2, T2: 2 X 4 SYP No.1 BOTT CHORD 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 *Except* W1: 2 X 4 SYP No.2 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2 Rows at 1/3 pts C-N, G-I REACTIONS (lb/size) I = 1770/0-2-1 0-3-8 N = 1713/0-2-0 0-9-4 Q = -42/0-1-8 0-5-4 Max Horz Q = 32(LC 7) Max Uplift N = -374(LC 7) Q = -132(LC 26) Max Grav I = 1770(LC 1) N = 1713(LC 1) Q = 213(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD O-P = -115/226 A-P = -115/226 A-R = -21/110 B-R = -20/112 B-S = -15/108 C-S = -14/112 C-D = -3313/529 D-T = -3308/529 E-T = -3308/530 E-U = -3542/131 F-U = -3537/131 F-V = -3534/131 G-V = -3533/132 G-W = -167/0 H-W = -159/0 H-I = -605/0 BOT CHORD D O-X = -110/0 BOT CHORD N-X = -110/0 M-N = -611/2853 M-Y = -611/2853 L-Y = -611/2853 L-Z = -618/3825 K-Z = -618/3825 J-K = -618/3825 J-AA = -4/3222 I-AA = -4/3222 WEBS B-N = -485/246 C-N = -3118/634 C-L = 0/744 E-L = -587/81 E-J = -326/543 G-J = -207/551 G-I = -3317/56 A-Q = -209/154 P-Q = -123/45 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 77) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 374 lb uplift at joint N and 132 lb uplift at joint Q. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14 , 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and deesign of this truss. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-V=-64, H-V=-144, I-O=-20 2) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-V=-64, H-V=-144, I-O=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-V=-64, H-V=-144, I-O=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-V=-36, H-V=-116, I-O=-20 5) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-40 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PPAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R32 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378272 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:08 2010 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-V=30, H-V=-50, I-O=-10 Horz: A-H=-40 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=36, H-V=-44, I-O=-10 Horz: A-H=-46 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=16, H-V=-64, I-O=-10 Horz: A-H=-26 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=36, H-V=-44, I-O=-10 Horz: A-H=-46 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=22, H-V=-58, I-O=-10 Horz: A-H=-32 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=16, H-V=-64, I-O=-10 Horz: A-H=-26 12) MWFRS 4th Wind Parallel: Lumberr Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=10, H-V=-70, I-O=-10 Horz: A-H=-20 13) IBC Snow on Overhangs: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 14) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: A=-250 15) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: R=-250 16) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: S=-250 17) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: T=-250 18) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: U=-250 19) 6th Movinng Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: W=-250 20) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Standard Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: H=-250 21) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: B=-250 22) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: C=-250 23) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: E=-250 24) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: G=-250 25) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-244, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: X=-250 26) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: Y=-250 27) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: Z=-250 28) 15th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: AA=-250 29) 16th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: O=-250 30) 17th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: N=-250 31) 18th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: L=-250 32) 19th Moving Load: Lumber Incrrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: J=-250 Standard 33) 20th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-O=-20 Concentrated Loads (lb) Vert: I=-250 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, sttorage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R33 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378273 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:09 2010 Page 1 Scale = 1:35.5 W7 T2 W1 B1 W6 W5 W4 W3 W2 BL1 T1 B2 A B C D E J I H G F K L M N O P Q R 2x4 6x16 3x5 2x6 3x6 3x5 3x4 3x4 3x4 4x6 3x4 4-5-0 4-5-0 12-8-0 8-3-0 20-11-0 8-3-0 6-11-11 6-11-11 13-11-5 6-11-11 20-11-0 6-11-11 2-6-6 2-11-10 1-2-0 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.69 0.95 0.93 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.47 0.02 (loc) F-G F-GF l/defl >607 >414 n/a L/d 240 180 n/a PLATES MT20 Weight: 105 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc purlins, except end veerticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) F = 601/0-1-8 0-3-8 I = 1280/0-1-8 0-9-4 L = -188/0-1-8 0-5-4 Max Horz L = 19(LC 7) Max Uplift F = -188(LC 7) I = -396(LC 7) L = -207(LC 22) Max Grav F = 601(LC 1) I = 1280(LC 1) L = 122(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD J-K = -58/265 A-K = -58/265 A-M = -237/605 B-M = -237/610 B-N = -911/236 C-N = -906/236 C-D = -902/237 D-O = -86/11 E-O = -84/12 E-F = -323/107 BOT CHORD J-P = -41/68 I-P = -41/68 H-I = -118/222 H-Q = -118/222 G-Q = -118/222 G-R = -321/964 F-R = -321/964 WEBS A-I = -717/288 WEBS B-I = -1128/462 B-G = -139/793 D-G = -128/166 D-F = -966/327 A-L = -138/213 K-L = -66/117 NOTES (11-12) 1) Wind: ASCE 7-055; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) L considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 lb uplift at joint F, 396 lb uplift at joint I and 207 lb uplift at joint L. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of buiilding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R34 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378274 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:09 2010 Page 1 Scale = 1:18.5 B1 T1 W2 W1 A B D C FE 2x4 2x4 2x4 2x4 4-11-10 4-11-10 4-11-10 4-11-10 2-11-11 3-0-15 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.50 0.51 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.09 0.00 (loc) C-D C-DC l/defl >782 >594 n/a L/d 240 180 n/a PLATES MT20 Weight: 22 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) D = 196/0-1-8 0-3-8 C = 1966/0-1-8 0-3-8 Max Horz D = 4(LC 7) Max Uplift D = -58(LC 7) C = -63(LC 7) Max Grav D = 353(LC 13) C = 353(LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-F = -44/8 B-F = -40/9 B-C = -306/85 A-D = -306/83 BOT CHORD D-E = -11/40 C-E = -11/40 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 58 lb uplift at joint D and 63 lb uplift at joint C. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BBEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R34AG Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378275 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:09 2010 Page 1 Scale = 1:19.1 B1 T1 W2 ST1 ST2 W1 A B C D H G F E L M N I J K 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 6-1-10 6-1-10 6-1-10 6-1-10 2-11-9 3-1-2 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.31 0.32 0.06 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - E l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 33 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) H = 75/0-1-8 6-1-10 E = 71/0-1-8 6-1-10 F = 166/0-1-8 6-1-10 G = 178/0-1-8 6-1-10 Max Horz H = 6(LC 7) Max Uplift H = -18(LC 7) E = -28(LC 7) F = -44(LC 7) G = -62(LC 7) Max Grav H = 289(LC 23) E = 287(LC 26) F = 337(LC 25) G = 343(LC 24) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-L = -14/1 B-L = -11/2 B-M = -12/2 C-M = -12/4 C-N = -14/4 D-N = -11/4 D-E = -268/32 A-H = -270/29 BOT CHORD H-I = -4/11 G-I = -4/11 G-J = -4/11 F-J = -4/11 F-K = -4/11 E-K = -4/11 WEBS C-F = -290/69 WEBS B-G = -294/81 NOTES (14-15) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Inteerior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capabble of withstanding 18 lb uplift at joint H, 28 lb uplift at joint E, 44 lb uplift at joint F and 62 lb uplift at joint G. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design iss based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R34G Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378276 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:10 2010 Page 1 Scale = 1:18.5 B1 T1 W2 ST1 ST2 W1 A B C D H G F E L M N I J K 2x3 2x3 2x3 2x3 1.5x4 1.5x4 1.5x4 1.5x4 4-11-10 4-11-10 4-11-10 4-11-10 2-11-11 3-0-15 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.29 0.30 0.06 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - E l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 29 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) H = 23/0-1-8 4-11-10 E = 65/0-1-8 4-11-10 F = 181/0-1-8 4-11-10 G = 124/0-1-8 4-11-10 Max Horz H = 4(LC 7) Max Uplift H = -67(LC 21) E = -24(LC 7) F = -51(LC 7) G = -49(LC 7) Max Grav H = 261(LC 23) E = 284(LC 26) F = 345(LC 25) G = 316(LC 24) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-L = -11/2 B-L = -10/3 B-M = -11/2 C-M = -10/4 C-N = -13/2 D-N = -10/3 D-E = -266/30 A-H = -245/55 BOT CHORD H-I = -3/10 G-I = -3/10 G-J = -3/10 F-J = -3/10 F-K = -3/10 E-K = -3/10 WEBS C-F = -293/75 WEBS B-G = -264/61 NOTES (14-15) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Inteerior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capabble of withstanding 67 lb uplift at joint H, 24 lb uplift at joint E, 51 lb uplift at joint F and 49 lb uplift at joint G. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design iss based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R35 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378277 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:10 2010 Page 1 Scale = 1:21.2 W4 T1 W1 B1 W3 W2 A B C F E D G H I J 3x6 3x6 2x6 3x5 3x4 1.5x4 3-8-7 3-8-7 7-4-14 3-8-7 3-8-7 3-8-7 7-4-14 3-8-7 3-1-0 3-2-14 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.80 0.79 0.08 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.34 0.00 (loc) E D-ED l/defl >999 >252 n/a L/d 240 180 n/a PLATES MT20 Weight: 40 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W4: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F = 583/0-1-8 0-3-8 D = 583/0-1-8 0-3-8 Max Horz F = 7(LC 7) Max Grav F = 691(LC 13) D = 691(LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-F = -532/0 A-G = -229/0 B-G = -222/0 B-H = -72/0 C-H = -66/0 C-D = -485/0 BOT CHORD F-I = 0/222 E-I = 0/222 E-J = 0/222 D-J = 0/222 WEBS B-E = -236/14 B-D = -211/0 NOTES (9-10) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss haas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-144, D-F=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R36 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378278 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:11 2010 Page 1 Scale = 1:44.4 W6 T2 W1 B1 BL1 ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8 ST9 ST10 ST11 ST12 T1 B2 W5 W4 W3 W2 B2 A B C D E F G H I T3 J K L M N O AC AB AA Z Y X W V U T S R Q P AD 1.5x4 5x8 6x6 1.5x4 3x4 4x6 1.5x4 3x4 1.5x4 1.5x4 7x6 1.5x4 3x7 6x6 6x6 1.5x4 1.5x4 6x6 7x6 1.5x4 3x7 5x6 1.5x4 6x6 1.5x4 7x6 1.5x4 3x7 4x6 26-2-2 26-2-2 26-2-2 26-2-2 2-6-6 3-0-15 0.25 12 Plate Offsets (X,Y): [E:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.59 0.62 0.94 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.05 0.01 (loc) Q-R Q-RP l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 143 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP NNo.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 *Except* BL1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 5-4-4 oc bracing: R-S 9-8-5 oc bracing: P-Q. REACTIONS (lb/size) AC = 63/0-2-6 21-6-10 P = 309/0-1-8 0-3-8 S = 165/0-2-6 21-6-10 T = 254/0-2-6 21-6-10 U = 187/0-2-6 21-6-10 V = 162/0-2-6 21-6-10 W = 119/0-2-6 21-6-10 X = 218/0-2-6 21-6-10 Y = 169/0-2-6 21-6-10 Z = 167/0-2-6 21-6-10 AA = 148/0-2-6 21-6-10 AB = 184/0-2-6 21-6-10 Max Horz AC = 54(LC 23) Max Uplift AC = -111(LC 22) P = -160(LC 223) S = -2236(LC 23) T = -2302(LC 22) U = -132(LC 22) V = -93(LC 23) W = -2018(LC 23) X = -2055(LC 22) Y = -101(LC 22) Max Uplift Z = -88(LC 23) AA = -1767(LC 23) AB = -1714(LC 22) Max Grav AC = 153(LC 15) P = 373(LC 14) S = 2342(LC 14) T = 2484(LC 15) U = 262(LC 15) V = 205(LC 14) W = 2092(LC 14) X = 2213(LC 15) Y = 218(LC 15) Z = 203(LC 14) AA = 1857(LC 14) AB = 1853(LC 15) FORCES (lb) Maximum Compressionn/Maximum Tension TOP CHORD AC-AD = -116/93 A-AD = -110/87 A-B = -303/303 B-C = -1244/1236 C-D = -864/840 D-E = -463/438 E-F = -77/62 F-G = -380/363 G-H = -1314/1293 H-I = -956/904 I-J = -554/495 J-K = -372/327 K-L = -1650/1519 L-M = -1254/1123 M-N = -811/684 N-O = -379/376 O-P = -85/71 BOT CHORD AB-AC = -328/305 AA-AB = -728/705 Z-AA = -860/862 Y-Z = -460/462 X-Y = -379/382 W-X = -779/782 V-W = -916/954 U-V = -516/554 T-U = -296/374 S-T = -736/774 R-S = -1126/1250 Q-R = -686/810 P-Q = -326/450 WEBS N-Q = -74/167 WEBS M-R = -52/55 L-S = -305/198 K-T = -2511/2365 J-U = -204/140 I-V = -165/111 H-W = -180/122 G-X = -2174/2075 F-Y = -178/121 D-Z = -161/106 C-AA = -179/122 B-AB = -1845/1763 B-AA = -2336/2374 K-S = -2983/3124 N-P = -508/290 G-W = -2621/2677 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss ddesigned for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 111 lb uplift at joint AC, 160 lb uplift at joint P, 2236 lb uplift at joint S, 2302 lb uplift at joint T, 132 lb uplift at joint U, 93 lb uplift at joint V, 2018 lb uplift at joint W, 2055 lb uplift at joint X, 101 lb uplift at joint Y, 88 lb uplift at joint Z, 1767 lb uplift at joint AA and 1714 lb uplift at joint AB. Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houstoon, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R36 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378278 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:11 2010 Page 2 NOTES (13-14) 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 26-2-2 for 200.0 plf. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AAND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R37 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378279 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:12 2010 Page 1 Scale = 1:57.9 W11 T3 W1 B1 W10 W9 W8 W7 W6 W5 W4 W3 W2 T1 T2 B2 B3 A B C D E F G H P O N M L K J I Q R S T U V W X Y Z AA AB AC 3x5 5x12 3x8 3x4 4x4 3x6 3x5 3x4 3x4 3x4 3x4 4x5 4x5 3x6 3x4 3x6 4x6 7-0-11 7-0-11 14-1-5 7-0-11 21-2-0 7-0-11 27-6-4 6-4-4 33-10-8 6-4-4 7-0-11 7-0-11 14-1-5 7-0-11 21-2-0 7-0-11 27-6-4 6-4-4 33-10-8 6-4-4 2-6-6 3-2-14 1-2-0 0.25 12 304 300 8 Plate Offsets (X,Y): [A:0-3-4,0-3-0], [H:0-0-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)1.00 0.94 0.81 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.23 -0.38 0.03 (loc) M-O M-OK l/defl >999 >654 n/a L/d 240 180 n/a PLATES MT20 Weight: 173 lb GRIP 244/190 LUMBER TOOP CHORD 2 X 4 SYP No.1 *Except* T1: 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt D-K REACTIONS (lb/size) I = 790/0-1-8 0-3-8 K = 2183/0-2-9 0-9-4 R = 707/0-1-8 0-5-4 Max Horz R = 32(LC 7) Max Uplift K = -101(LC 7) R = -236(LC 7) Max Grav I = 889(LC 35) K = 2183(LC 1) R = 707(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD P-Q = 0/311 A-Q = 0/311 A-S = -1431/474 B-S = -1427/475 B-T = -973/402 C-T = -969/402 C-D = -967/403 D-U = -203/917 E-U = -202/922 E-V = -979/0 F-V = -975/0 F-W = -975/0 G-W = -969/0 G-X = -96/0 H-X = -86/0 H-I = -526/0 BOT CHOORD P-Y = -85/197 BOT CHORD O-Y = -85/197 N-O = -503/1427 N-Z = -503/1427 M-Z = -503/1427 M-AA = -425/968 L-AA = -425/968 K-L = -425/968 K-AB = -917/187 J-AB = -917/187 J-AC = 0/975 I-AC = 0/975 WEBS A-O = -443/1304 B-O = -295/223 B-M = -591/83 D-M = 0/421 D-K = -2003/650 E-K = -1352/0 E-J = 0/1890 G-J = -624/0 G-I = -1010/0 A-R = -772/265 Q-R = -165/327 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) R considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 101 lb uplift at joint K and 236 lb uplift at joint R. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis annd design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-V=-64, H-V=-144, I-P=-20 2) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-V=-64, H-V=-144, I-P=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-V=-64, H-V=-144, I-P=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-V=-36, H-V=-116, I-P=-20 5) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-40 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R37 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378279 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:12 2010 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-V=30, H-V=-50, I-P=-10 Horz: A-H=-40 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=36, H-V=-44, I-P=-10 Horz: A-H=-46 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=16, H-V=-64, I-P=-10 Horz: A-H=-26 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=36, H-V=-44, I-P=-10 Horz: A-H=-46 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=22, H-V=-58, I-P=-10 Horz: A-H=-32 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=16, H-V=-64, I-P=-10 Horz: A-H=-26 12) MWFRS 4th Wind Parallel: Lumberr Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=10, H-V=-70, I-P=-10 Horz: A-H=-20 13) IBC Snow on Overhangs: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 14) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: A=-250 15) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: S=-250 16) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: T=-250 17) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: U=-250 18) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: W=-250 19) 6th Movinng Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: X=-250 20) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Standard Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: H=-250 21) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: B=-250 22) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: D=-250 23) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: E=-250 24) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: G=-250 25) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-244, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: Y=-250 26) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: Z=-250 27) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: AA=-250 28) 15th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: AB=-250 29) 16th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: AC=-250 30) 17th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: P=-250 31) 18th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: O=-250 32) 19th Moving Load: Lumber Inncrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: M=-250 Standard 33) 20th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: K=-250 34) 21st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: J=-250 35) 22nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, H-V=-104, I-P=-20 Concentrated Loads (lb) Vert: I=-250 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral suupport of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R38 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378280 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:13 2010 Page 1 Scale = 1:28.8 W6 T2 W1 B1 W5 W4 W3 W2 T1 B2 A B C D E I H G F J K L M N 3x6 2x6 3x4 2x6 3x6 3x5 3x4 3x4 3x4 8-7-2 8-7-2 17-2-4 8-7-2 5-8-12 5-8-12 11-5-8 5-8-12 17-2-4 5-8-12 2-7-10 2-11-15 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.69 1.00 0.80 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.37 -0.54 0.03 (loc) F-G F-GF l/defl >551 >377 n/a L/d 240 180 n/a PLATES MT20 Weight: 86 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REEACTIONS (lb/size) I = 710/0-1-8 0-5-8 F = 710/0-1-8 0-3-8 Max Horz I = 16(LC 7) Max Uplift I = -217(LC 7) F = -222(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-I = -312/88 A-J = -99/10 B-J = -98/10 B-K = -1213/316 C-K = -1209/317 C-D = -1206/317 D-L = -84/3 E-L = -82/4 E-F = -310/87 BOT CHORD I-M = -393/1128 H-M = -393/1128 G-H = -393/1128 G-N = -371/1077 F-N = -371/1077 WEBS B-I = -1174/404 B-G = -9/304 D-G = 0/362 D-F = -1137/402 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.;; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 217 lb uplift at joint I and 222 lb uplift at joint F. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineerinng responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R39 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378281 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:13 2010 Page 1 Scale = 1:29.9 W6 T1 T2 W1 B1 W5 W4 W3 W2 B2 A B C D E I H G F J K L M N O 3x6 2x6 3x5 2x6 3x6 3x5 3x4 3x4 3x4 8-7-2 8-7-2 17-2-4 8-7-2 3-4-12 3-4-12 5-8-12 2-4-0 11-5-8 5-8-12 17-2-4 5-8-12 2-8-7 2-11-15 2-8-7 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.68 1.00 0.86 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.37 -0.54 0.04 (loc) F-G F-GF l/defl >551 >377 n/a L/d 240 180 n/a PLATES MT20 Weight: 86 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2--2-0 oc bracing. REACTIONS (lb/size) I = 710/0-1-8 0-5-8 F = 710/0-1-8 0-3-8 Max Horz I = 13(LC 7) Max Uplift I = -218(LC 7) F = -222(LC 7) Max Grav I = 724(LC 3) F = 777(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-I = -312/88 A-J = -99/11 B-J = -99/11 B-K = -99/10 C-K = -98/11 C-L = -1298/316 D-L = -1294/317 D-M = -84/4 E-M = -83/4 E-F = -310/88 BOT CHORD I-N = -395/1196 H-N = -395/1196 G-H = -395/1196 G-O = -369/1179 F-O = -369/1179 WEBS C-G = -23/301 D-G = 0/365 D-F = -1245/400 C-I = -1254/406 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 lb uplift at joint I and 222 lb uplift at joint F. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Depaartment 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R40 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378282 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:14 2010 Page 1 Scale = 1:51.8 W9 T1 T3 W1 B1 W8 W7 W6 W5 W4 W3 W2 T2 B2 B3 A B C D E F G N M L K J I H O P Q R S T U V W 2x6 4x6 3x5 2x4 2x4 3x5 4x9 4x5 3x4 3x4 3x4 3x4 1.5x4 3x6 6-0-4 6-0-4 14-8-0 8-7-12 23-3-12 8-7-12 29-7-0 6-3-4 6-0-4 6-0-4 11-9-7 5-9-3 17-6-10 5-9-3 23-3-12 5-9-3 29-7-0 6-3-4 2-8-15 3-2-14 2-8-15 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.74 0.96 0.65 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.38 -0.65 0.06 (loc) K-M K-MH l/defl >736 >429 n/a L/d 240 180 n/a PLATES MT20 Weight: 140 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structtural wood sheathing directly applied or 3-7-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E-I REACTIONS (lb/size) N = 957/0-1-8 0-5-8 H = 198/0-1-8 0-3-8 I = 1305/0-1-11 0-3-8 Max Horz N = 22(LC 7) Max Uplift N = -295(LC 7) H = -67(LC 7) I = -400(LC 7) Max Grav N = 993(LC 3) H = 351(LC 34) I = 1420(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-N = -944/313 A-O = -1775/510 B-O = -1775/510 B-P = -1803/525 C-P = -1799/526 C-Q = -2043/544 D-Q = -2038/544 D-E = -2036/545 E-R = -41/8 F-R = -38/10 F-S = -42/7 G-S = -39/9 G-H = -308/92 BOT CHORD N-T = -44/69 M-T = -44/69 L-M = -720/2292 BOT CHORD L-U = -720/2292 K-U = -720/2292 J-K = -504/1608 J-V = = -504/1608 I-V = -504/1608 I-W = -8/39 H-W = -8/39 WEBS A-M = -531/1867 B-M = -418/215 C-M = -599/191 C-K = -341/217 E-K = -75/612 E-I = -1755/549 F-I = -504/243 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 295 lb uplift at joint N, 67 lb uplift at joint H and 400 lb uplift at joint I. 7) This truuss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporaation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R41 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378283 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:14 2010 Page 1 Scale = 1:51.2 W6 T1 T3 W1 B1 W7 W7 W6 W5 W4 W3 W2 T2 B2 A B C D E F G M L K J I H N O P Q R S T U V 3x6 2x4 5x5 3x7 2x4 2x4 3x5 3x5 3x5 3x4 3x4 3x4 1.5x4 7-8-5 7-8-5 15-4-1 7-7-12 22-11-13 7-7-12 29-3-1 6-3-4 3-10-3 3-10-3 7-8-5 3-10-3 15-4-1 7-7-12 22-11-13 7-7-12 29-3-1 6-3-4 2-9-7 3-2-14 2-9-7 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.82 1.00 0.69 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.30 -0.51 0.07 (loc) J-L J-LH l/defl >902 >533 n/a L/d 240 180 n/a PLATES MT20 Weight: 140 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T2: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural woood sheathing directly applied or 2-8-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt D-I REACTIONS (lb/size) M = 942/0-1-8 0-5-8 H = 192/0-1-8 0-3-8 I = 1299/0-1-10 0-3-8 Max Horz M = 21(LC 7) Max Uplift M = -289(LC 7) H = -60(LC 7) I = -404(LC 7) Max Grav M = 985(LC 3) H = 350(LC 34) I = 1395(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-M = -293/60 A-N = -74/0 B-N = -74/0 B-O = -2001/571 C-O = -2001/571 C-P = -1975/580 D-P = -1969/581 D-Q = -42/5 E-Q = -40/8 E-F = -38/10 F-R = -44/4 G-R = -40/6 G-H = -305/87 BOT CHORD M-S = -406/1213 L-S = -406/1213 L-T = -604/2022 BOT CHORD K-T = -604/2022 J-K = -604/2022 J-U = -597/1969 I-U = -597/1969 I-V V = -5/40 H-V = -5/40 WEBS B-M = -1425/466 B-L = -224/1023 C-L = -408/208 C-J = -341/164 D-J = 0/343 D-I = -2065/627 F-I = -551/267 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 289 lb uplift at joint M, 60 lb uplift at joint H and 404 lb uplift at joint I. 7) This truss is designed in accordance wiith the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibiility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R42 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378284 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:15 2010 Page 1 Scale: 1/4"=1' W8 T1 T3 W1 B1 W7 W6 W5 W4 W3 W2 T2 B2 A B C D E F L K J I H G M N O P Q R S 2x6 4x6 6x6 3x7 2x4 4x5 3x10 MT20H 3x4 2x4 3x4 3x4 1.5x4 7-8-5 7-8-5 14-4-1 6-7-12 20-11-13 6-7-12 27-3-1 6-3-4 7-8-5 7-8-5 14-4-1 6-7-12 20-11-13 6-7-12 27-3-1 6-3-4 2-9-15 3-2-14 2-9-15 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.86 0.87 0.60 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.41 0.04 (loc) K-L K-L G l/defl >995 >611 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 130 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T1: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheeathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt C-H REACTIONS (lb/size) L = 859/0-1-8 0-5-8 G = 202/0-1-8 0-3-8 H = 1204/0-1-8 0-3-8 Max Horz L = 19(LC 7) Max Uplift L = -264(LC 7) G = -63(LC 7) H = -375(LC 7) Max Grav L = 900(LC 3) G = 355(LC 32) H = 1284(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-L = -827/294 A-M = -1728/495 B-M = -1728/495 B-N = -1551/457 C-N = -1545/457 C-D = -43/1 D-E = -40/5 E-O = -46/4 F-O = -41/4 F-G = -308/91 BOT CHORD L-P = -50/100 K-P = -50/100 K-Q = -527/1752 J-Q = -527/1752 I-J = -527/1752 I-R = -472/1546 H-R = -472/1546 BOT CHORD H-S = -6/41 G-S = -6/41 WEBS A-K = -490/1725 B-K = -413/240 B-I = -389/64 C-I = 0/347 C-H = -1642/502 E-H = -515/252 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 264 lb uplift at joint L, 63 lb uplift at joint G and 375 lb uplift at joint H. 8) This truss is designed in accordance with thee 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R43 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378285 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:16 2010 Page 1 Scale = 1:44.1 W6 T1 T3 W1 B1 W5 W6 W5 W4 W3 W2 T2 B2 A B C D E F G M L K J I H N O P Q R S T U 2x6 4x5 3x5 3x7 2x6 4x4 3x5 2x4 3x4 3x4 3x4 3x4 1.5x4 6-4-13 6-4-13 12-7-14 6-3-1 18-11-13 6-3-15 25-3-1 6-3-4 6-4-13 6-4-13 7-8-5 1-3-8 12-7-14 4-11-9 18-11-13 6-3-15 25-3-1 6-3-4 2-10-7 3-2-14 2-10-7 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.70 0.77 0.51 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.28 0.03 (loc) K-L K-LH l/defl >999 >812 n/a L/d 240 180 n/a PLATES MT20 Weight: 122 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-6-9 oc bracing. WEBS 1 Row at midpt D-I REACTIONS (lb/size) M = 775/0-1-8 0-5-8 H = 208/0-1-8 0-3-8 I = 1114/0-1-8 0-3-8 Max Horz M = 17(LC 7) Max Uplift M = -238(LC 7) H = -64(LC 7) I = -347(LC 7) Max Grav M = 813(LC 3) H = 359(LC 34) I = 1179(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-M = -752/262 A-N = -1406/414 B-N = -1406/414 B-O = -1268/375 C-O = -1268/375 C-P = -1270/377 D-P = -1268/378 D-Q = -45/0 E-Q = -42/2 E-F = -48/5 F-G = -43/5 G-H = -309/92 BOT CHORD M-R = -32/67 L-R = -32/67 L-S = -430/1406 K-S = -430/1406 J-K = -392/1268 J-T = -392/1268 I-T = -392/1268 BOT CHORD I-U = -7/44 H-U = -7/44 WEBS A-L = -431/1463 B-L = -428/235 B-K = -286/130 D-K = 0/314 D-I = -1353/418 E-I = -507/249 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 238 lb uplift at joint M, 64 lb uplift at joint H and 347 lb uplift at joint I. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shoown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R44 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378286 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:16 2010 Page 1 Scale = 1:47.5 W6 T1 T2 W1 B1 W5 W6 W5 W4 W3 W2B2 A B C D E F L K J I H G M N O P Q R S T U 2x6 4x5 3x6 2x4 2x4 3x5 4x5 3x4 3x4 3x4 3x4 1.5x4 7-0-11 7-0-11 13-11-11 6-10-15 20-10-10 6-10-15 27-1-14 6-3-4 7-0-11 7-0-11 11-7-2 4-6-7 13-11-11 2-4-9 20-10-10 6-10-15 27-1-14 6-3-4 2-10-15 3-2-14 2-10-15 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.80 0.87 0.62 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.22 -0.39 0.04 (loc) J-K J-KG l/defl >999 >646 n/a L/d 240 180 n/a PLATES MT20 Weight: 130 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly appliedd or 3-1-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt D-H REACTIONS (lb/size) L = 854/0-1-8 0-5-8 G = 200/0-1-8 0-3-8 H = 1202/0-1-8 0-3-8 Max Horz L = 15(LC 7) Max Uplift L = -263(LC 7) G = -62(LC 7) H = -374(LC 7) Max Grav L = 909(LC 3) G = 355(LC 34) H = 1223(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-L = -842/290 A-M = -1722/500 B-M = -1722/500 B-N = -1590/467 C-N = -1590/467 C-O = -1589/466 D-O = -1586/466 D-P = -43/0 E-P = -40/6 E-Q = -46/3 F-Q = -41/4 F-G = -308/90 BOT CHORD L-R = -33/74 K-R = -33/74 K-S = -514/1722 J-S = -514/1722 I-J = -481/1590 I-T = -481/1590 H-T = -481/1590 BOT CHORD H-U = -6/41 G-U = -6/41 WEBS A-K = -515/17775 B-K = -486/260 B-J = -300/164 D-J = 0/318 D-H = -1685/510 E-H = -534/257 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 263 lb uplift at joint L, 62 lb uplift at joint G and 374 lb uplift at joint H. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 aand referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R45 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378287 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:17 2010 Page 1 Scale = 1:51.0 W6 T1 T2 W1 B1 W7 W6 W5 W4 W3 W2 B2 A B C D E K J I H G F L M N O P Q R S 2x6 4x6 4x7 2x4 2x4 3x6 4x10 1.5x4 1.5x4 3x4 1.5x4 7-7-13 7-7-13 15-7-2 7-11-5 22-10-10 7-3-8 29-1-14 6-3-4 7-7-13 7-7-13 15-7-2 7-11-5 22-10-10 7-3-8 29-1-14 6-3-4 2-11-7 3-2-14 2-11-7 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.87 1.00 0.74 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.32 -0.56 0.05 (loc) H-J H-J F l/defl >850 >490 n/a L/d 240 180 n/a PLATES MT20 Weight: 139 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.1 *Except* T2: 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly appplied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt C-J, C-G REACTIONS (lb/size) K = 936/0-1-8 0-7-12 F = 186/0-1-8 0-3-8 G = 1302/0-1-9 0-3-8 Max Horz K = 13(LC 7) Max Uplift K = -288(LC 7) F = -56(LC 7) G = -407(LC 7) Max Grav K = 1006(LC 3) F = 349(LC 32) G = 1339(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K = -935/317 A-L = -2068/595 B-L = -2068/595 B-M = -2068/595 C-M = -2068/595 C-N = -40/6 D-N = -37/12 D-O = -43/4 E-O = -39/7 E-F = -303/84 BOT CHORD K-P = -32/82 J-P = -32/82 J-Q = -529/1848 I-Q = -529/1848 H-I = -529/1848 H-R = -529/1848 G-R = -529/1848 BOT CHORD G-S = -7/39 F-S = -7/39 WEBS A-J = -611/2120 B-J = -650/317 C-J = -154/345 C-H = 0/392 C-G = -1955/560 D-G = -588/282 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 288 lb uplift at joint K, 56 lb uplift at joint F and 407 lb uplift at joint G. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral ssupport of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R46 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378288 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:18 2010 Page 1 Scale = 1:54.2 W4 T1 T3 W1 B1 W3 W4 W3 W4 W3 W2 T2 B2 A B C D E F G M L K J I H N O P Q R S T U V 3x4 4x8 3x6 3x7 2x4 2x4 3x6 3x9 3x4 3x4 3x5 3x5 1.5x4 8-3-13 8-3-13 16-5-13 8-2-1 24-7-14 8-2-1 30-11-2 6-3-4 8-3-13 8-3-13 16-5-13 8-2-1 19-4-6 2-10-9 24-7-14 5-3-8 30-11-2 6-3-4 2-11-15 3-2-14 2-11-15 0.25 12 308 Plate Offsets (X,Y): [L:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.99 0.99 0.88 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.35 -0.63 0.07 (loc) J-L J-LH l/defl >846 >468 n/a L/d 240 180 n/a PLATES MT20 Weight: 147 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T1: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.1 *Exceppt* B2: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-J, D-I REACTIONS (lb/size) M = 1009/0-1-8 0-5-0 H = 174/0-1-8 0-3-8 I = 1391/0-1-11 0-3-8 Max Horz M = 11(LC 7) Max Uplift M = -311(LC 7) H = -53(LC 7) I = -433(LC 7) Max Grav M = 1106(LC 13) H = 341(LC 34) I = 1447(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-M = -1028/344 A-N = -2395/673 B-N = -2395/673 B-C = -2260/646 C-O = -2260/646 D-O = -2260/646 D-P = -36/13 E-P = -36/13 E-Q = -36/14 F-Q = -33/19 F-R = -40/10 G-R = -35/13 G-H = -300/80 BOT CHORD M-S = -37/95 BOT CHORD L-S = -37/95 L-T = -684/2395 K-T T = -684/2395 J-K = -684/2395 J-U = -657/2260 I-U = -657/2260 I-V = -13/36 H-V = -13/36 WEBS A-L = -681/2427 B-L = -594/305 B-J = -310/222 D-J = 0/338 D-I = -2377/690 F-I = -585/287 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 311 lb uplift at joint M, 53 lb uplift at joint H and 433 lb uplift at jjoint I. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters aand proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R47 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378289 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:18 2010 Page 1 Scale = 1:50.6 W4 T1 T3 W1 B1 W3 W4 W3 W4 W3 W2 T2 B2 A B C D E F G M L K J I H N O P Q R S T U V 2x6 4x6 3x5 3x7 2x4 2x4 3x5 4x6 3x4 3x4 3x4 3x4 1.5x4 7-7-12 7-7-12 15-1-13 7-6-1 22-7-14 7-6-1 28-11-2 6-3-4 7-7-12 7-7-12 15-1-13 7-6-1 19-4-6 4-2-9 22-7-14 3-3-8 28-11-2 6-3-4 3-0-7 3-2-14 3-0-7 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.93 0.95 0.72 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.28 -0.48 0.05 (loc) J-L J-LH l/defl >960 >558 n/a L/d 240 180 n/a PLATES MT20 Weight: 139 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt D-I REACTIONS (lb/size) M = 926/0-1-8 0-5-8 H = 184/0-1-8 0-3-8 I = 1295/0-1-10 0-3-8 Max Horz M = 9(LC 7) Max Uplift M = -285(LC 7) H = -56(LC 7) I = -404(LC 7) Max Grav M = 1024(LC 13) H = 347(LC 34) I = 1355(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-M = -952/315 A-N = -2008/558 B-N = -2008/558 B-C = -1902/532 C-O = -1902/532 D-O = -1902/532 D-P = -39/12 E-P = -39/12 E-Q = -38/16 F-Q = -37/17 F-R = -44/9 G-R = -38/12 G-H = -303/83 BOT CHORD M-S = -30/81 L-S = -30/81 L-T = -567/2008 K-T = -567/2008 J-K = -567/2008 BOT CHORD J-U = -541/1902 I-U = -541/1902 I-V = -12/39 H-V = -12/39 WEBS A-L = -572/2058 B-L = = -552/280 B-J = -283/187 D-J = 0/325 D-I = -2027/573 F-I = -525/276 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 285 lb uplift at joint M, 56 lb uplift at joint H and 404 lb uplift at joint I. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and refeerenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R48 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378290 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:19 2010 Page 1 Scale = 1:50.1 W4 T1 T3 W1 B1 W3 W4 W3 W4 W2 W3 T2 B2 A B C D E F G M L K J I H N O P Q R S T U V 2x6 4x6 3x5 3x5 2x6 2x4 3x5 4x6 3x4 3x4 3x4 1.5x4 3x4 7-6-8 7-6-8 14-11-4 7-4-12 22-4-0 7-4-12 28-7-4 6-3-4 7-6-8 7-6-8 14-11-4 7-4-12 21-0-8 6-1-4 22-4-0 1-3-8 28-7-4 6-3-4 3-0-15 3-2-14 3-0-15 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.90 0.93 0.70 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.46 0.05 (loc) J-L J-LH l/defl >992 >583 n/a L/d 240 180 n/a PLATES MT20 Weight: 137 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2--2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt D-I REACTIONS (lb/size) M = 915/0-1-8 0-5-8 H = 195/0-1-8 0-3-8 I = 1268/0-1-9 0-3-8 Max Horz M = 7(LC 7) Max Uplift M = -282(LC 7) H = -61(LC 7) I = -393(LC 7) Max Grav M = 1016(LC 13) H = 352(LC 34) I = 1341(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-M = -945/312 A-N = -1939/539 B-N = -1939/539 B-C = -1860/514 C-O = -1860/514 D-O = -1860/514 D-P = -42/4 E-P = -42/4 E-Q = -41/10 F-Q = -40/10 F-R = -47/2 G-R = -40/5 G-H = -306/88 BOT CHORD M-S = -27/77 L-S = -27/77 L-T = -546/1939 K-T = -546/1939 J-K = -546/1939 BOT CHORD J-U = -521/1860 I-U = -521/1860 I-V = -5/42 H-V = -5/42 WEBS A-L = -5555/1995 B-L = -550/278 B-J = -275/184 D-J = 0/322 F-I = -500/268 D-I = -1989/551 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 282 lb uplift at joint M, 61 lb uplift at joint H and 393 lb uplift at joint I. 7) This truss is designed in accordance with the 2006 International Building Code section 23066.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Braccing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R49 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378291 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:19 2010 Page 1 Scale = 1:50.1 W2 T1 T3 W1 B1 W2 T2 B2 W3 W2 W3 W2 W3 A B C D E F G M L K J I H N O P Q R S T U V 2x6 4x6 3x5 3x5 2x6 2x4 3x5 1.5x4 4x6 3x4 3x4 3x4 3x4 7-7-1 7-7-1 14-10-11 7-3-9 22-4-0 7-5-5 22-4-7 0-0-7 28-7-4 6-2-13 7-6-8 7-6-8 14-11-4 7-4-12 22-4-7 7-5-3 23-0-8 0-8-1 28-7-4 5-6-12 3-1-7 3-2-14 3-1-7 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.90 0.92 0.69 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.45 0.05 (loc) J-L J-LH l/defl >996 >589 n/a L/d 240 180 n/a PLATES MT20 Weight: 138 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly aapplied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt D-I REACTIONS (lb/size) M = 916/0-1-8 0-5-8 H = 201/0-1-8 0-3-8 I = 1261/0-1-9 0-3-8 Max Horz M = 5(LC 7) Max Uplift M = -284(LC 7) H = -64(LC 7) I = -389(LC 7) Max Grav M = 1019(LC 13) H = 354(LC 34) I = 1346(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-M = -948/313 A-N = -1916/533 B-N = -1916/533 B-C = -1853/514 C-O = -1853/514 D-O = -1853/514 D-P = -44/3 E-P = -44/3 E-Q = -44/3 F-Q = -44/3 F-R = -47/4 G-R = -41/4 G-H = -308/91 BOT CHORD M-S = -25/76 L-S = -25/76 L-T = -538/1916 K-T = -538/1916 J-K = -538/1916 BOT CHORD J-U = -519/1853 I-U = -519/1853 I-V = -6/44 H-V = -6/44 WEBS S E-I = -502/262 A-L = -550/1977 B-L = -552/279 B-J = -268/186 D-J = 0/321 D-I = -1983/549 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 284 lb uplift at joint M, 64 lb uplift at joint H and 389 lb uplift at joint I. 7) This truss is designed in accordance with the 2006 International Building Code ssection 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss dessigner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R50 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378292 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:20 2010 Page 1 Scale = 1:50.1 W2 T1 T3 W1 B1 W3 W2 W3 W2 W2 W3 T2 B2 A B C D E F G M L K J I H N O P Q R S T U V 2x6 4x6 3x5 3x5 2x6 3x5 2x4 1.5x4 3x7 3x4 3x4 3x4 3x4 7-7-1 7-7-1 14-10-11 7-3-9 22-4-0 7-5-5 28-7-4 6-3-4 7-6-8 7-6-8 14-11-4 7-4-12 22-4-0 7-4-12 25-0-8 2-8-8 28-7-4 3-6-12 3-1-15 3-2-14 3-1-15 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.89 0.92 0.68 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.45 0.05 (loc) J-L J-LH l/defl >999 >596 n/a L/d 240 180 n/a PLATES MT20 Weight: 138 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 22-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt D-I REACTIONS (lb/size) M = 914/0-1-8 0-5-8 H = 193/0-1-8 0-3-8 I = 1271/0-1-10 0-3-8 Max Horz M = 3(LC 7) Max Uplift M = -283(LC 7) H = -60(LC 7) I = -394(LC 7) Max Grav M = 1016(LC 13) H = 351(LC 34) I = 1377(LC 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-M = -945/313 A-N = -1883/524 B-N = -1883/524 B-C = -1804/499 C-O = -1804/499 D-O = -1804/499 D-P = -52/6 E-P = -52/6 E-Q = -52/6 F-Q = -52/6 F-R = -51/6 G-R = -50/6 G-H = -305/87 BOT CHORD M-S = -22/74 L-S = -22/74 L-T = -528/1883 K-T = -528/1883 J-K = -528/1883 BOT CHORD J-U = -503/1804 I-U = -503/1804 I-V = -8/52 H-V = -8/52 WEBS E-I = -532//271 A-L = -542/1947 B-L = -551/279 B-J = -270/178 D-J = 0/323 D-I = -1927/531 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint M, 60 lb uplift at joint H and 394 lb uplift at joint I. 7) This truss is designed in accordance with the 2006 International Building Code section 2306..1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Braciing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R51 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378293 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:21 2010 Page 1 Scale = 1:49.2 W2 T1 W2 B1 W3 W2 W1 W2 W1 W2 T3 B2 T2 A B C D E F G M L K J I H N O P Q R S T U 2x6 4x5 3x6 2x4 2x4 3x5 4x9 1.5x4 1.5x4 3x4 3x8 3x5 1.5x4 7-5-5 7-5-5 14-10-11 7-5-5 22-4-0 7-5-5 28-7-4 6-3-4 7-5-5 7-5-5 14-10-11 7-5-5 22-4-0 7-5-5 28-7-4 6-3-4 3-2-7 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.87 0.92 0.60 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.45 0.04 (loc) J-L J-LH l/defl >991 >595 n/a L/d 240 180 n/a PLATES MT20 Weight: 138 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticaals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt D-I REACTIONS (lb/size) M = 914/0-1-8 0-5-8 H = 194/0-1-8 0-3-8 I = 1270/0-1-8 0-3-8 Max Uplift M = -283(LC 7) H = -60(LC 7) I = -393(LC 7) Max Grav M = 914(LC 1) H = 351(LC 30) I = 1270(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-M = -846/312 A-N = -1661/514 B-N = -1661/514 B-C = -1661/514 C-O = -1661/514 D-O = -1661/514 D-P = -41/5 E-P = -41/5 E-F = -41/5 F-Q = -41/5 G-Q = -41/5 G-H = -306/87 BOT CHORD M-R = -18/71 L-R = -18/71 L-S = -498/1608 K-S = -498/1608 J-K = -498/1608 J-T = -498/1608 I-T = -498/1608 I-U = -5/41 H-U = -5/41 WEBS A-L = -534/1726 WEBS B-L = -506/286 D-L = -191/253 D-J = 0/389 D-I = -1708/529 F-I = -486/270 NOTES (9-10) 1) Wind: ASCE 77-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 283 lb uplift at joint M, 60 lb uplift at joint H and 393 lb uplift at joint I. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points alonng the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector.. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R52 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378294 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:21 2010 Page 1 Scale = 1:49.2 W2 T1 W3 B1 W1 W2 W1 W3 W4 W3 T3 B2 T2 A B C D E F G M L K J I H N O P Q R S T U V 2x6 4x7 4x6 2x4 3x8 3x10 MT20H 2x4 4x4 3x4 3x4 3x4 3x5 1.5x4 7-6-8 7-6-8 14-11-4 7-4-12 22-4-0 7-4-12 28-7-4 6-3-4 7-6-8 7-6-8 14-11-4 7-4-12 22-4-0 7-4-12 28-7-4 6-3-4 3-2-15 308 Plate Offsets (X,Y): [C:0-3-0,Edge], [L:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.83 0.98 0.83 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.48 0.06 (loc) J-L J-LH l/defl >999 >550 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 146 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T1: 2 X 6 SYP No.1 BOT CHORD 2 X 4 SYP No.1 *Except* B2:: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: H-I. WEBS 1 Row at midpt D-I REACTIONS (lb/size) M = 1430/0-1-11 0-5-8 H = 189/0-1-8 0-3-8 I = 1388/0-1-10 0-3-8 Max Horz M = 4(LC 7) Max Uplift H = -66(LC 7) I = -275(LC 7) Max Grav M = 1430(LC 1) H = 346(LC 30) I = 1388(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-M = -1357/0 A-N = -2309/0 B-N = -2309/0 B-O = -1838/229 C-O = -1836/231 C-P = -1828/231 D-P = -1828/231 D-Q = -37/9 E-Q = -37/9 E-F = -37/9 F-R = -37/9 G-R = -37/9 G-H = -302/90 BOT CHORD M-S = 0/114 BOT CHORD L-S = 0/114 L-T = 0/2309 K-T = 0/2309 J-K = 0/2309 J-U = -231/1828 I-U = -231/1828 I-V = -9/37 H-V = -9/37 WEBS A-L = 0/2384 B-L = -713/55 B-J = -677/0 D-J = 0/475 D-I = -1953/239 F-I = -500/259 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint H and 275 lb uplift at joint I. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-O=-144, G-O=-64, H-M=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building compoonent. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R53 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378295 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:22 2010 Page 1 Scale = 1:49.2 W2 T1 W3 B1 W1 W2 W1 W3 W4 W3 T3 B2 T2 A B C D E F G M L K J I H N O P Q R S T U V 2x6 4x7 4x6 2x4 2x4 3x6 3x8 4x4 3x4 3x4 3x4 3x5 1.5x4 7-6-8 7-6-8 14-11-4 7-4-12 22-4-0 7-4-12 28-7-4 6-3-4 7-6-8 7-6-8 14-11-4 7-4-12 22-4-0 7-4-12 28-7-4 6-3-4 3-3-7 308 Plate Offsets (X,Y): [C:0-3-0,Edge], [L:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.83 0.98 0.82 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.48 0.06 (loc) J-L J-LH l/defl >999 >556 n/a L/d 240 180 n/a PLATES MT20 Weight: 147 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T1: 2 X 6 SYP No.1 BOT CHORD 2 X 4 SYP No.1 *Except* B2: 2 X 4 SYP No.2 WEBS S 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: H-I. WEBS 1 Row at midpt D-I REACTIONS (lb/size) M = 1430/0-1-11 0-5-8 H = 189/0-1-8 0-3-8 I = 1387/0-1-10 0-3-8 Max Horz M = 4(LC 7) Max Uplift H = -66(LC 7) I = -275(LC 7) Max Grav M = 1430(LC 1) H = 347(LC 30) I = 1387(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-M = -1358/0 A-N = -2279/0 B-N = -2279/0 B-O = -1815/226 C-O = -1813/229 C-P = -1804/228 D-P = -1804/228 D-Q = -37/9 E-Q = -37/9 E-F = -37/9 F-R = -37/9 G-R = -37/9 G-H = -302/90 BOT CHORD M-S = 0/112 BOT CHORD L-S = 0/112 L-T = 0/2279 K-T = 0/2279 J-K = 0/2279 J-U = -228//1804 I-U = -228/1804 I-V = -9/37 H-V = -9/37 WEBS A-L = 0/2359 B-L = -714/55 B-J = -669/0 D-J = 0/475 D-I = -1932/236 F-I = -500/259 NOTES (9-10) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint H and 275 lb uplift at joint I. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 11. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-O=-144, G-O=-64, H-M=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of componeent is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R54 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378296 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:22 2010 Page 1 Scale = 1:27.3 W1 T1 W1 B1 W2 W1 W3 W1 A B C D H G F E I J K L M N 2x4 3x6 3x4 2x6 3x4 3x4 3x4 1.5x4 4-10-9 4-10-9 9-8-12 4-10-3 9-9-2 0-0-6 16-0-0 6-2-14 4-10-9 4-10-9 9-8-12 4-10-3 16-0-0 6-3-4 3-3-15 Plate Offsets (X,Y): [D:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.91 0.54 0.43 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.13 -0.16 0.01 (loc) E-F E-FE l/defl >576 >446 n/a L/d 240 180 n/a PLATES MT20 Weight: 80 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling direcctly applied or 10-0-0 oc bracing. REACTIONS (lb/size) H = 750/0-1-8 0-3-8 E = 447/0-1-8 0-3-8 F = 1379/0-1-10 0-3-8 Max Grav H = 817(LC 23) E = 588(LC 26) F = 1379(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-H = -769/0 A-I = -688/0 B-I = -688/0 B-J = -77/0 C-J = -77/0 C-K = -77/0 D-K = -77/0 D-E = -532/0 BOT CHORD H-L = 0/53 G-L = 0/53 G-M = 0/688 F-M = 0/688 F-N = 0/77 E-N = 0/77 WEBS A-G = 0/779 B-G = -338/0 B-F = -755/0 C-F = -887/0 NOTES (8-9) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Categoryy II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 6) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-144, E-H=-20 WWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Insttitute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R55 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378297 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:22 2010 Page 1 Scale = 1:21.9 B1 T1 W2 W1 A B D C FE 2x6 2x6 2x6 2x6 6-5-0 6-5-0 6-5-0 6-5-0 3-1-4 3-2-14 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.67 0.68 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.16 -0.22 0.00 (loc) C-D C-DC l/defl >472 >334 n/a L/d 240 180 n/a PLATES MT20 Weight: 27 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) D = 257/0-1-8 0-3-8 C = 257/0-1-8 0-3-8 Max Horz D = 6(LC 7) Max Uplift D = -77(LC 7) C = -82(LC 7) Max Grav D = 385(LC 13) C = 385(LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-F = -63/14 B-F = -59/15 B-C = -323/111 A-D = -324/109 BOT CHORD D-E = -17/59 C-E = -17/59 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live loadd nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 77 lb uplift at joint D and 82 lb uplift at joint C. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USEE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R56 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378298 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:23 2010 Page 1 Scale = 1:56.6 W1 T1 W11 B1 W2 W3 W4 W5 W6 W7 W8 BL1 T3 T2 B2 B1 W9 W10 A B C D E F G H I P O N M L K J Q R S T U V W X Y Z AA AB 5x7 5x8 3x6 2x4 3x6 3x6 3x4 3x4 3x4 3x4 3x6 1.5x4 3x7 3x6 3x4 3x10 4x6 8-6-15 8-6-15 17-1-13 8-6-15 25-8-12 8-6-15 33-2-0 7-5-4 6-5-3 6-5-3 12-10-6 6-5-3 19-3-9 6-5-3 25-8-12 6-5-3 33-2-0 7-5-4 4-0-11 1-6-0 3-4-6 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.96 0.95 0.80 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.36 -0.56 0.07 (loc) M-O M-OK l/defl >861 >545 n/a L/d 240 180 n/a PLATES MT20 Weight: 178 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.1 *Except* T1: 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-P, E-K REACTIONS (lb/size) J = -5/0-1-8 0-3-8 K = 2894/0-3-11 (input: 0-3-8) R = 932/0-1-8 0-5-4 Max Horz R = -31(LC 8) Max Uplift J = -28(LC 4) R = -246(LC 8) Max Grav J = 335(LC 35) K = 3143(LC 4) R = 1043(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD P-Q = -153/858 A-Q = -153/858 A-S = -152/44 B-S = -157/43 B-C = -1593/318 C-T = -1597/317 D-T = -1602/316 D-U = -1419/121 E-U = -1425/120 E-F = -158/1317 F-V = -159/1307 G-V = -166/1306 G-W = -161/1315 H-W = -167/1304 H-X = -62/0 TOP CHORD I-X = -66/0 I-J = -429/0 BOT CHORD P-Y = -314/1408 O-Y = -314/1408 N-O = -366/1780 N-Z = -366/1780 M-Z = -366/1780 M-AA = -23/1125 L-AA = -23/1125 K-L = -23/1125 K-AB = -376/166 J-AB = -376/166 WEBS B-P = -1480/352 B-O = 0/442 D-O = -249/92 D-M = -466/337 E-M = -152/546 E-K = -2744/217 G-K = -889/0 H-K = -1230/5 H-J = -204/534 A-R = -1064/253 Q-R = -30/215 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconccurrent with any other live loads. 6) WARNING: Required bearing size at joint(s) K greater than input bearing size. 7) Bearing at joint(s) R considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint J and 246 lb uplift at joint R. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicaates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-E=-64, E-I=-144, J-P=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineeering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R56G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378299 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:25 2010 Page 1 Scale = 1:56.0 W1 T1 W7 B1 ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8 ST9 ST10 ST11 ST12 ST13 ST14 ST15 BL1 T3 T2 B2 B3 W2 W3 W4 W5 W6 A B C D E F G H I J K L M N O P Q R AJ AI AH AG AF AE AD AC AB AA Z Y X W V U T S AK 4x7 5x8 3x6 4x4 1.5x4 3x6 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 6x6 1.5x4 4x7 8x9 7x8 1.5x4 3x7 7x6 7x6 1.5x4 1.5x4 1.5x4 3x7 5x6 7x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 3x7 5x5 4x6 33-2-0 33-2-0 33-2-0 33-2-0 4-0-11 3-4-6 0.25 12 308 Plate Offsets (X,Y): [Z:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.62 0.90 0.98 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.15 0.05 (loc) UUS l/defl >899 >649 n/a LL/d 240 180 n/a PLATES MT20 Weight: 209 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 *Except* T3: 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 *Except* B3: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W5: 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 *Except* ST10: 2 X 4 SYP No.2, BL1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-5-13 oc bracing. REACTIONS (lb/size) AJ = 139/0-3-3 25-10-8 S = 402/0-1-8 0-3-8 W = 479/0-3-3 25-10-8 X = -0/0-3-3 25-10-8 Y = 9/0-3-3 25-10-8 Z = 355/0-3-3 25-10-8 AA = 67/0-3-3 25-10-8 AB = 273/0-3-3 25-10-8 AC = 168/0-3-3 25-10-8 AE = 111/0-3-3 25-10-8 AF = 224/0-3-3 25-10-8 AG = 173/0-3-3 25-10-8 AH = = 152/0-3-3 25-10-8 AI = 182/0-3-3 25-10-8 Max Horz AJ = -60(LC 24) Max Uplift AJ = -2113(LC 24) S = -190(LC 25) W = -324(LC 24) X = -204(LC 21) Y = -3405(LC 31) Z = -3492(LC 24) Max Uplift AA = -2514(LC 25) AB = -2642(LC 24) AC = -90(LC 25) AE = -2268(LC 25) AF = -2314(LC 24) AG = -101(LC 24) AH = -97(LC 25) AI = -2086(LC 25) Max Grav AJ = 2205(LC 21) S = 517(LC 20) W = 714(LC 21) X = 204(LC 24) Y = 3419(LC 20) Z = 3772(LC 21) AA = 2577(LC 20) AB = 2856(LC 21) AC = 227(LC 20) AE = 2370(LC 20) AF = 2485(LC 21) AG = 241(LC 21) AH = 221(LC 20) AI = 2254(LC 20) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD AJ-AK = -101/53 A-AK = -101/53 A-B = -533/529 B-C = -914/903 C-D = -481/495 D-E = -349/331 E-F = -734/727 F-G = -657/618 G-H = -493/452 H-I = -280/235 I-J = -650/632 J-K = -1058/966 K-L = -661/568 L-M = -2530/2340 M-N = -2136/1943 N-O = -1730/1538 O-P = -1292/1096 P-Q = -894/695 Q-R = -496/334 R-S = -618/281 BOT CHORD AI-AJ = -1366/1429 BOT CHORD AH-AI = -877/916 AG-AH= -477/516 AF-AG = -308/347 AE-AF = -998/1059 AD-AE = -598/659 AC-AD= -238/299 AB-AC = -217/278 AA-AB = -1353/1461 Z-AA = -953/1061 Y-Z = -2735/2938 X-Y = -2332/2534 W-X = -1932/2135 V-W = -1532/1734 U-V = -1092/1294 T-U U = -732/934 S-T = -379/378 WEBS Q-T = -392/214 P-U = -54/46 O-V = -60/50 N-W = -425/225 M-X = -207/198 L-Y = -3414/3476 K-Z = -306/239 J-AA = -2536/2535 I-AB = -203/128 H-AC = -187/110 F-AE = -2330/2288 E-AF = -219/144 D-AG = -202/123 C-AH = -190/120 B-AI = -2189/2099 B-AJ = -2538/2526 F-AF = -2726/2685 L-Z = -4411/4228 R-T = -388/782 J-AB = -3164/3072 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4)) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R56G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378299 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:25 2010 Page 2 NOTES (13-14) 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2113 lb uplift at joint AJ, 190 lb uplift at joint S, 324 lb uplift at joint W, 204 lb uplift at joint X, 3405 lb uplift at joint Y, 3492 lb uplift at joint Z, 2514 lb uplift at joint AA, 2642 lb uplift at joint AB, 90 lb uplift at joint AC, 2268 lb uplift at joint AE, 2314 lb uplift at joint AF, 101 lb uplift at joint AG, 97 lb uplift at joint AH and 2086 lb uplift at joint AI. 10) This truss is designed in accordance witth the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 33-2-0 for 200.0 plf. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of buuilding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R57 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378300 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:26 2010 Page 1 Scale = 1:56.9 W1 T1 W9 B1 W2 W3 W4 W5 W6 W7 W8 T3 T2 B2 B3 A B C D E F G H O N M L K J I P Q R S T U V W X Y Z AA 5x7 5x8 3x6 3x4 3x10 MT20H 2x6 3x4 3x4 3x4 3x4 3x5 3x5 3x6 1.5x4 3x6 4x6 9-0-7 9-0-7 18-0-13 9-0-7 27-1-4 9-0-7 33-10-8 6-9-4 6-9-5 6-9-5 13-6-10 6-9-5 20-3-14 6-9-5 27-1-3 6-9-5 33-10-8 6-9-5 4-1-0 1-2-0 3-4-9 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.97 0.93 0.72 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.40 -0.66 0.09 (loc) L-N L-NI l/defl >805 >488 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 169 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T3: 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2 *Except* B1: 2 X 4 SYP No.1, B2: 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-7-7 oc bracing. WEBS 1 Row at midpt B-O, F-J REACTIONS (lb/size) I = 440/0-1-8 0-3-8 J = 2208/0-2-13 0-3-8 Q = 1119/0-1-8 0-5-4 Max Horz Q = -32(LC 8) Max Uplift Q = -302(LC 8) Max Grav I = 583(LC 33) J = 2393(LC 4) Q = 1255(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD O-P = -203/1056 A-P = -203/1056 A-R = -180/48 B-R = -185/47 B-C = -2137/449 C-S = -2141/448 D-S = -2147/448 D-T = -2355/352 E-T = -2356/351 E-F = -2361/351 F-U = -70/0 U-V = -74/0 G-V = -82/0 G-W = -67/0 H-W = -80/0 H-I = -534/0 BOT CHORD OO-X = -421/1830 BOT CHORD N-X = -421/1830 M-N = -557/2556 M-Y = -557/2556 L-Y = -557/2556 L-Z = -282/2133 K-Z = -282/2133 J-K = -282/2133 J-AA = 0/74 I-AA = 0/74 WEBS B-O = -1917/468 B-N = -9/598 D-N = -525/167 D-L = -254/281 F-L = -96/429 F-J = -2322/341 G-J = -1178/0 A-Q = -1274/308 P-Q = -32/222 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 77) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint Q. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-U=-64, H-U=-144, I-O=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R57G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378301 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:27 2010 Page 1 Scale = 1:57.4 W1 T1 W7 B1 ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8 ST9 ST10 ST11 ST12 ST13 ST14 ST15 ST16 W2 W3 W4 W5 W6 T4 T2 B2 B3 T3 A B C D E F G H I J K L M N O P Q R AK AJ AI AH AG AF AE AD AC AB AA Z Y X W V U T S AL AM 1.5x4 5x8 1.5x4 3x4 3x7 3x6 6x6 7x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 3x7 7x10 7x6 1.5x4 1.5x4 6x6 1.5x4 1.5x4 3x7 6x7 7x6 1.5x4 6x6 1.5x4 4x7 8x12 7x8 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 3x4 4x6 33-10-8 33-10-8 33-10-8 33-10-8 4-1-0 3-4-9 0.25 12 307 308 Plate Offsets (X,Y): [J:0-3-7,0-3-0], [W:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.72 0.85 0.94 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.08 8 -0.19 0.01 (loc) U U-V W l/defl >999 >481 n/a L/d 240 180 n/a PLATES MT20 Weight: 217 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 *Except* T4: 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 *Except* B3: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W5,W4: 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 *Except* BL1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 5-9-9 oc bracing: Z-AA 10-0-0 oc bracing: X-Y,S-T 5-5-2 oc bracing: V-W. REACTIONS (lb/size) AK = 58/0-3-10 27-3-0 S = 770/0-1-8 0-3-8 AJ = 202/0-3-10 27-3-0 AI = 120/0-3-10 27-3-0 AH = 165/0-3-10 27-3-0 AG = 171/0-3-10 27-3-0 AF = 252/0-3-10 27-3-0 AE = 78/0-3-10 27-3-0 AC = 164/0-3-10 27-3-0 AB = 1799/0-3-10 27-3-0 AA = 363/0-3-10 27-3-0 Z = -52/0-3-10 27-3-0 Y = 249/0-3-10 27-3-0 X = 288/0-3-10 27-3-0 W = 476/0-3-10 27-3-0 Max Horz AK = -61(LC 24) Max Uplift AK = -190(LC 24) AJ = -2234(LC 24) Max Uplift AI = -2402(LC 25) AH = -119(LC 25) AG = -140(LC 24) AF = -2524(LC 24) AE = -2597(LC 25) AC = -134(LC 25) AB = -152(LC 24) AA = -2821(LC 24) Z = -3054(LC 25) Y = -139(LC 24) X = -3051(LC 24) W = -2959(LC 25) Max Grav AK = 235(LC 21) S = 875(LC 20) AJ = 2410(LC 21) AI = 2488(LC 20) AH = 253(LC 20) AG = 281(LC 21) AF = 2767(LC 21) AE = 2625(LC 20) AC = 266(LC 20) AB = 298(LC 21) AA = 3220(LC 21) Z = 2895(LC 20) Y = 392(LC 21) X = 3348(LC 21) W = 3623(LC 20) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD AK-AL = -191/162 A-AL = -188/159 A-B = -277/273 B-C = -1070/1040 C-D = -670/635 D-E = -271/231 E-F = -595/554 F-G = -981/893 G-H = -592/488 H-I = -338/261 I-J = -771/662 TOP CHORD J-K = -1211/987 K-L = -850/584 L-M = -458/187 M-AM = -2373/1734 N-AM = -1996/1493 N-O = -1938/1268 O-P = -1503/865 P-Q = -1131/462 Q-R = -348/362 R-S = -65/64 BOT CHORD AJ-AK = -270/302 AI-AJ = -670/702 AH-AI = --615/672 AG-AH= -215/272 AF-AG = -537/593 AE-AF = -941/997 AD-AE = -469/594 AC-AD= -269/394 AB-AC = -245/368 AA-AB = -645/768 Z-AA = -1045/1168 Y-Z = -571/850 X-Y = -203/487 W-X = -589/857 V-W = -1299/1946 U-V = -899/1506 T-U = -460/1146 S-T = -99/746 WEBS B-AJ = -2414/2292 C-AI = -256/175 D-AH = -211/137 E-AG = -240/160 F-AF = -2727/2545 G-AE = -250/171 H-AC = -226/154 I-AB = -259/171 J-AA = -3175/2842 K-Z = -170/102 L-Y = -301/166 M-X = -3510/3050 N-W = -744/0 O-V = -168/0 P-U = -130/0 Q-T = 0/382 B-AI = -2787/2851 F-AE = -3000/3127 Q-S = -1228/0 M-W = -3757/4459 J-Z = -3372/3681 NOTES (14-15) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult quaalified building designer as per ANSI/TPI 1-2002. Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R57G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378301 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:27 2010 Page 2 NOTES (14-15) 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 190 lb uplift at joint AK, 2234 lb uplift at joint AJ, 2402 lb uplift at joint AI, 119 lb uplift at joint AH, 140 lb uplift aat joint AG, 2524 lb uplift at joint AF, 2597 lb uplift at joint AE, 134 lb uplift at joint AC, 152 lb uplift at joint AB, 2821 lb uplift at joint AA, 3054 lb uplift at joint Z, 139 lb uplift at joint Y, 3051 lb uplift at joint X and 2959 lb uplift at joint W. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 33-10-8 for 200.0 plf. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Uplift for first LC exceeds limits 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-AM=-64, R-AM=-144, S-AK=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R58 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378302 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:28 2010 Page 1 Scale = 1:56.9 W1 T1 W10 B1 W2 W3 W4 W5 W6 W7 W8 W9 T3 B2 B3 T2 A B C D E F G H O N M L K J I P Q R S T U V W X Y Z 5x7 5x8 3x7 3x4 3x6 3x6 3x4 3x4 3x4 3x4 3x6 3x6 3x4 3x6 3x6 4x6 9-2-10 9-2-10 18-5-4 9-2-10 26-1-14 7-8-10 33-10-8 7-8-10 6-9-5 6-9-5 13-6-10 6-9-5 20-3-14 6-9-5 27-1-3 6-9-5 33-10-8 6-9-5 4-1-0 1-2-0 3-4-9 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.95 0.96 1.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.55 0.03 (loc) L-N L-NI l/defl >526 >399 n/a L/d 240 180 n/a PLATES MT20 Weight: 179 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T3: 2 X 4 SYP SS, T2: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.1 *Except* B2: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt G-I REACTIONS (lb/size) I = 1009/0-1-8 0-3-8 L = 2211/0-2-14 0-3-8 Q = 547/0-1-8 0-5-4 Max Horz Q = -32(LC 8) Max Uplift L = -19(LC 8) Q = -238(LC 8) Max Grav I = 1069(LC 4) L = 2424(LC 4) Q = 622(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD O-P = -140/443 A-P = -140/443 A-R = -111/41 B-R = -116/40 B-C = -587/292 C-D = -592/290 D-S = 0/1041 E-S = 0/1032 E-T = -1043/0 T-U = -1048/0 F-U = -1049/0 F-G = -1060/0 G-V = -96/0 H-V = -104/0 H-I = -544/0 TOP CHHORD O-P = -140/443 A-P = -140/443 A-R = -111/41 B-R = -116/40 B-C = -587/292 C-D = -592/290 D-S = 0/1041 E-S = 0/1032 E-T = -1043/0 T-U = -1048/0 F-U = -1049/0 F-G = -1060/0 G-V = -96/0 H-V = -104/0 H-I = -544/0 BOT CHORD O-W = -307/695 N-W = -307/695 M-N = -319/157 M-X = -319/157 L-X = -319/157 L-Y = -257/89 K-Y = -257/89 J-K = -257/89 J-Z = 0/1225 I-Z = 0/1225 WEBS B-O = -679/344 B-N = -194/86 D-N = 0/587 D-L = -1469/408 E-L = -1594/0 E-J = 0/1508 G-J = -632/0 G-I = -1272/0 A-Q = -634/244 P-Q = -22/127 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adeqquate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 19 lb uplift at joint L and 238 lb uplift at joint Q. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom m Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-T=-64, H-T=-144, I-O=-20 2) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-T=-64, H-T=-144, I-O=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-T=-36, H-T=-116, I-O=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-T=-75, H-T=-155, I-O=-20 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R58 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378302 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:28 2010 Page 2 LOAD CASE(S) Standard 5) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-40 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-T=30, H-T=-50, I-O=-10 Horz: A-H=40 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-T=16, H-T=-64, I-O=-10 Horz: A-H=26 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-T=36, H-T=-44, I-O=-10 Horz: A-H=46 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-T=22, H-T=-58, I-O=-10 Horz: A-H=32 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-T=36, H-T=-44, I-O=-10 Horz: A-H=46 11) MWFRS 3rdd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-T=10, H-T=-70, I-O=-10 Horz: A-H=20 12) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-T=16, H-T=-64, I-O=-10 Horz: A-H=26 13) IBC Snow on Overhangs: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 14) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: A=-250 15) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: R=-250 16) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: C=-250 17) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: S=-250 18) 5th Movving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: U=-250 19) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Standard Concentrated Loads (lb) Vert: V=-250 20) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: H=-250 21) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: B=-250 22) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: D=-250 23) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: E=-250 24) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-224, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: G=-250 25) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: W=-250 26) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: X=-250 27) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: Y=-250 28) 15th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: Z=-250 29) 16th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: O=-250 30) 17th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: N=-250 31) 18th Moving Load: Lumber Incrrease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: L=-250 32) 19th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Standard Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: J=-250 33) 20th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: I=-250 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additionall permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R59 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378303 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:29 2010 Page 1 Scale = 1:56.9 W1 T1 W10 B1 W2 W3 W4 W5 W6 W7 W8 W9 T3 B2 B3 T2 ST22 ST20 ST21 ST19 ST16 ST17 ST15 ST13 ST11 ST12 ST10 ST8 ST9 ST7 ST5 ST6 ST4 ST2 ST3 ST1 A B C D E F G H O N M L K J I AX AY AZ 4x6 5x8 3x4 6x6 4x5 3x6 3x6 3x7 3x6 4x7 4x7 3x5 6x6 6x6 6x6 4x6 9-2-10 9-2-10 18-5-4 9-2-10 26-1-14 7-8-10 33-10-8 7-8-10 6-9-5 6-9-5 13-6-10 6-9-5 20-3-14 6-9-5 27-1-3 6-9-5 33-10-8 6-9-5 4-1-0 1-2-0 3-4-9 0.25 12 300 300 4 Plate Offsets (X,Y): [A:0-3-0,0-3-0], [J:0-2-0,0-0-4], [T:0-2-0,0-0-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.93 0.71 0.83 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.27 0.04 (loc) N-O N-OI l/defl >999 >819 n/a L/d 240 180 n/a PLATES MT20 Weight: 244 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T3: 2 X 4 SYP SS, T2: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 *Except* BL1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 4-0-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-3-0 oc bracing. WEBS 1 Row at midpt B-O, D-L, G-I REACTIONS (lb/size) I = 1007/0-2-1 0-3-8 L = 2215/0-3-1 0-3-8 AY = 545/0-1-8 0-5-4 Max Horz AY = -32(LC 25) Max Uplift I = -276(LC 25) L = -188(LC 25) AY = -927(LC 24) Max Grav I = 1724(LC 20) L = 2598(LC 20) AY = 1308(LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD O-AX = -828/1110 A-AX = -828/1110 A-B = -1275//1198 B-C = -1060/776 C-D = -1458/1162 D-E = -1084/2141 E-AZ = -2185/647 F-AZ = -1560/153 F-G = -1257/0 G-H = -1390/1306 H-I = -441/0 BOT CHORD N-O = -1370/1925 BOT CHORD M-N = -1209/1038 L-M = -1273/1103 K-L = -712/533 J-K = -1367/1187 I-J = -860/2567 WEBS B-O = -2021/1691 B-N = -1066/939 D-N = -1087/1709 D-L = -2784/1719 E-L = -2279/528 E-J = -837/2766 G-J = -1285/515 G-I = -2758/978 A-AY = -1327/940 AX-AY = -125/230 NOTES (14-15) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumberr DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Bearing at joint(s) AY considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 276 lb uplift at joint I, 188 lb uplift at joint L and 927 lb uplift at joint AY. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chorrd from 0-0-0 to 33-10-8 for 200.0 plf. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-AZ=-64, H-AZ=-144, I-O=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to iinsure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R60 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378304 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:30 2010 Page 1 Scale = 1:86.9 T1W1 T2 W10 B1 W3 W4 W5 W6 W7 W8 W9 W2 T3 T4 B2 B3 A B C D E F G H I P O N M L K J Q R T U V W X Y Z AA AB AC AD AE S 3x5 2x4 2x4 5x5 3x6 3x5 2x6 3x6 3x7 1.5x4 3x5 3x5 3x4 3x4 3x4 3x7 3x9 3x10 MT20H 1-10-12 1-10-12 8-6-10 6-7-14 17-10-7 9-3-13 27-2-5 9-3-13 36-6-2 9-3-13 1-5-4 1-5-4 1-10-12 0-5-8 8-6-10 6-7-14 15-6-8 6-11-14 22-6-6 6-11-14 29-6-4 6-11-14 36-6-2 6-11-14 2-3-2 4-1-3 4-1-9 8-0-0 3-4-9 48.00 12 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.90 0.82 0.85 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.44 -0.85 0.14 (loc) K-M K-MJ l/defl >761 >393 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 186 lb GRIP 244/190 1187/143 LUMBER TOP CHORD 2 X 4 SYP SS *Except* T1: 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP SS *Except* B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt D-O 2 Rows at 1/3 pts H-J REACTIONS (lb/size) J = 1932/0-2-4 0-3-8 P = 448/0-1-8 0-9-4 O = 2017/0-2-6 0-9-4 Max Horz P = 243(LC 9) Max Uplift P = -66(LC 10) O = -246(LC 10) Max Grav J = 1932(LC 1) P = 588(LC 3) O = 2017(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-Q = -522/112 A-S = -209/87 R-S = -202/92 B-R = -192/209 A-T = -130/304 B-T = -130/304 B-U = -133/324 C-U = -140/323 C-V = -129/318 V-W = -133/317 D-W = -135/317 DD-E = -2639/149 E-X = -2642/148 F-X = -2648/148 F-Y = -3273/0 Y-Z = -3280/0 G-Z = -3280/0 TOP CHORD G-H = -3291/0 H-AA = -120/0 I-AA = -127/0 I-J = -558/0 P-Q = -514/97 BOT CHORD P-AB = -301/133 O-AB = -301/133 N-O = -281/2173 N-AC = -281/2173 M-AC = -281/2173 M-AD = 0/3373 L-AD = 0/3373 K-L = 0/3373 K-AE = 0/3092 J-AE = 0/3092 WEBS C-O = -792/312 D-O = -2318/93 D-M = 0/896 F-M = -908/0 F-K = -116/411 H-K = -177/397 H-J = -3317/0 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 66 lb uplift at joint P and 246 lb uplift at joint O. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37, 38, 39 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design off this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-64, A-R=-64, W-Y=-64, I-Y=-144, J-P=-20 Trapezoidal Loads (plf) Vert: B=-125-to-W=-64 2) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-64, A-R=-64, B-Y=-64, I-Y=-144, J-P=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-214, A-R=-214, W-Y=-36, I-Y=-116, J-P=-20 Trapezoidal Loads (plf) Vert: B=-97-to-W=-36 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-36, A-R=-36, W-Y=-64, I-Y=-144,J-P=-2Continued on page 2 WARNING -- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 5583 D'Onofrio Drive, Madison, WI 53719. March 11,20 10 Job 14290R Truss R60 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378304 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:30 2010 Page 2 LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: B=-125-to-W=-64 5) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-40 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=26, A-R=26, B-Y=30, I-Y=-50, J-P=-10 Horz: A-Q=-36, A-R=-36, B-I=40 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=-26, A-R=-26, B-Y=21, I-Y=-59, J-P=-10 Horz: A-Q=16, A-R=16, B-I=31 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=15, A-R=15, B-Y=36, I-Y=-44, J-P=-10 Horz: A-Q=-25, A-R=-25, B-I=46 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=36, A-R=36, B-Y==22, I-Y=-58, J-P=-10 Horz: A-Q=-46, A-R=-46, B-I=32 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=22, A-R=22, B-Y=36, I-Y=-44, J-P=-10 Horz: A-Q=-32, A-R=-32, B-I=46 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=16, A-R=16, B-Y=10, I-Y=-70, J-P=-10 Horz: A-Q=-26, A-R=-26, B-I=20 12) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-Q=10, A-R=10, B-Y=16, I-Y=-64, J-P=-10 Horz: A-Q=-20, A-R=-20, B-I=26 13) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: Q=-250 14) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: Q=-250 15) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I--Y=-104, J-P=-20 Concentrated Loads (lb) Vert: S=-250 16) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: S=-250 17) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: R=-250 18) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: U=-250 Standard 19) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: V=-250 20) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: X=-250 21) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24,, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: Z=-250 22) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: AA=-250 23) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: I=-250 24) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: A=-250 25) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: R=-250 26) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: R=-250 27) 15th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pllf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: C=-250 28) 16th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: D=-250 29) 17th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: F=-250 30) 18th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: H=-250 31) 19th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Standard Concentrated Loads (lb) Vert: AB=-250 32) 20th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: AC=-250 33) 21st Moving Load: Lumber Increase=1.25, Plate Inncrease=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: AD=-250 34) 22nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: AE=-250 35) 23rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: P=-250 36) 24th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: O=-250 37) 25th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: M=-250 38) 26th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: K=-250 39) 27th Moving Load: Lumber Increease=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-Q=-24, A-R=-24, B-Y=-24, I-Y=-104, J-P=-20 Concentrated Loads (lb) Vert: J=-250 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando,, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R61 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378305 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:31 2010 Page 1 Scale = 1:80.3 T1W2 T2 W11 B1 W4 W5 W6 W7 W8 W9 W10 W3 T3 T4 B2 B3 W1 A B C D E F G H I P O N M L K J Q RT U V W X Y Z AA AB AC AD AE AF AG S 3x5 2x4 2x4 5x5 3x6 3x5 3x6 3x7 3x4 4x4 4x4 3x4 3x5 3x5 3x4 3x9 3x6 3x6 1-10-12 1-10-12 7-11-0 6-0-4 17-10-7 9-11-7 18-9-4 0-10-13 27-2-5 8-5-1 36-6-2 9-3-13 1-5-4 1-5-4 1-10-12 0-5-8 7-11-0 6-0-4 15-6-8 7-7-8 22-6-6 6-11-14 29-6-4 6-11-14 36-6-2 6-11-14 2-3-24-1-3 4-1-9 8-0-0 3-4-9 48.00 12 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.92 0.92 0.51 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.50 -0.69 0.03 (loc) M-O M-OJ l/defl >427 >309 n/a L/d 240 180 n/a PLATES MT20 Weight: 199 lb GRIP 244/1190 LUMBER TOP CHORD 2 X 4 SYP SS *Except* T1: 2 X 4 SYP No.2, T2: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 *Except* B3: 2 X 4 SYP SS, B2: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-7-10 oc bracing. WEBS 1 Row at midpt F-M, H-J, C-P REACTIONS (lb/size) J = 1203/0-1-8 0-3-8 M = 2445/0-2-14 0-9-4 P = 748/0-1-8 0-9-4 Max Horz P = 243(LC 9) Max Uplift M = -159(LC 10) P = -175(LC 8) Max Grav J = 1218(LC 2) M = 2445(LC 1) P = 804(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-Q = -505/96 A-S = -211/83 R-S = -204/88 B-R = -187/212 A-T = -130/298 B-T = -130/298 B-U = -132/318 C-U = -139/318 C-V = -804/478 V-W = -8006/478 W-X = -812/477 D-X = -817/476 D-E = 0/1201 E-Y = 0/1199 F-Y = 0/1192 F-Z = -1280/0 Z-AA = -1287/0 G-AA = -1287/0 G-H = -1298/0 TOP CHORD H-AB = -116/0 I-AB = -124/0 I-J = -555/0 P-Q = -497/81 BOT CHORD P-AC = -453/811 O-AC = -453/811 O-AD = -524/0 N-AD = -524/0 N-AE = -524/0 M-AE = -524/0 M-AF = 0/515 L-AF = 0/515 K-L = 0/515 K-AG = 0/1587 J-AG = 0/1587 WEBS C-O = -421/187 D-O = -201/1421 D-M = -1302/448 F-M = -1968/0 F-K = 0/1068 H-K = -530/0 H-J = -1657/0 C-P = -754/290 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent waater ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift at joint M and 175 lb uplift at joint P. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineeringg responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-64, A-R=-64, X-Z=-64, I-Z=-144, J-P=-20 Trapezoidal Loads (plf) Vert: B=-125-to-X=-64 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and braacing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R62 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378306 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:32 2010 Page 1 Scale = 1:57.8 W1 T1 W10 B1 W2 W3 W4 W5 W6 W7 W8 W9 T3 T2 B2 B3 A B C D E F G H O N M L K J I P Q R S T U V W X Y Z AA 5x7 5x8 3x8 3x4 5x12 MT20H WB 3x9 3x7 3x5 3x4 3x4 3x4 3x4 3x9 3x6 5x12 MT20H WB 4x6 8-5-10 8-5-10 16-11-4 8-5-10 25-4-14 8-5-10 33-10-8 8-5-10 6-9-5 6-9-5 13-6-10 6-9-5 20-3-14 6-9-5 27-1-3 6-9-5 33-10-8 6-9-5 4-1-0 1-2-0 3-4-9 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.92 1.00 0.98 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.35 -0.89 0.23 (loc) L-N J-LI l/defl >999 >450 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 179 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP SSS BOT CHORD 2 X 4 SYP SS *Except* B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W1,W9: 2 X 4 SYP No.2 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 2-3-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt B-O 2 Rows at 1/3 pts G-I REACTIONS (lb/size) I = 2254/0-2-15 0-3-8 Q = 1855/0-1-8 0-5-4 Max Horz Q = -32(LC 8) Max Uplift Q = -247(LC 8) Max Grav I = 2473(LC 4) Q = 2327(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD O-P = -149/1835 A-P = -149/1835 A-R = -341/43 B-R = -352/42 B-C = -3725/319 C-S = -3731/318 D-S = -3737/317 TOP CHORD D-T = -5143/135 E-T = -5149/134 E-U = -4456/0 U-V = -4464/0 F-V = -4464/0 F-G = -4475/0 G-W = -107/0 H-W = -115/0 H-I = -547/0 BOT CHORD O-X = -319/3302 N-X = -319/3302 M-N = -350/4839 M-Y Y = -350/4839 L-Y = -350/4839 L-Z = 0/5286 K-Z = 0/5286 J-K = 0/5286 J-AA = 0/4088 I-AA = 0/4088 WEBS B-O = -3441/356 B-N = 0/1019 D-N = -1347/66 D-L = 0/671 E-L = -406/0 E-J = -987/417 G-J = -160/807 G-I = -4445/0 A-Q = -2365/252 P-Q = -23/435 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) Q considers parallel to grain vallue using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 247 lb uplift at joint Q. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14 , 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 ssheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: S-U=-64, H-U=-144, I-O=-20 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regardinng fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R62 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378306 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:32 2010 Page 2 LOAD CASE(S) Standard Trapezoidal Loads (plf) Vert: A=-124-to-S=-64 2) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-U=-64, H-U=-144, I-O=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: S-U=-36, H-U=-116, I-O=-20 Trapezoidal Loads (plf) Vert: A=-96-to-S=-36 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: S-U=-75, H-U=-155, I-O=-20 Trapezoidal Loads (plf) Vert: A=-195-to-S=-75 5) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-40 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=30, H-U=-50, I-O=-10 Horz: A-H=40 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.333 Uniform Loads (plf) Vert: A-U=16, H-U=-64, I-O=-10 Horz: A-H=26 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=36, H-U=-44, I-O=-10 Horz: A-H=46 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=22, H-U=-58, I-O=-10 Horz: A-H=32 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=36, H-U=-44, I-O=-10 Horz: A-H=46 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=10, H-U=-70, I-O=-10 Horz: A-H=20 12) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-U=16, H-U=-64, I-O=-10 Horz: A-H=26 13) IBC Snow on Overhangs: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 14) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: A=-2550 15) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: R=-250 16) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Standard Vert: C=-250 17) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: T=-250 18) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: V=-250 19) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: W=-250 20) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: H=-250 21) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) VVert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: B=-250 22) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: D=-250 23) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: E=-250 24) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: G=-250 25) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: X=-250 26) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: Y=-250 27) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: Z=-250 28) 15th Moving Load: LLumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: AA=-250 29) 16th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Standard Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: O=-250 30) 17th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: N=-250 31) 18th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: L=-250 32) 19th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: J=-250 33) 20th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-U=-24, H-U=-104, I-O=-20 Concentrated Loads (lb) Vert: I=-250 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R63 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378307 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:32 2010 Page 1 Scale = 1:22.3 W1 T1 W4 B1 W2 W3 A B C F E D G H I J 3x5 2x6 3x6 3x6 3x4 1.5x4 3-8-7 3-8-7 7-4-14 3-8-7 3-8-7 3-8-7 7-4-14 3-8-7 3-6-7 3-4-9 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.81 0.80 0.08 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.08 -0.35 0.00 (loc) E E-FD l/defl >999 >246 n/a L/d 240 180 n/a PLATES MT20 Weight: 41 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W4: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F = 583/0-1-8 0-3-8 D = 583/0-1-8 0-3-8 Max Horz F = -7(LC 8) Max Grav F = 691(LC 13) D = 691(LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-F = -485/0 A-G = -58/0 B-G = -64/0 B-H = -198/0 C-H = -205/0 C-D = -532/0 BOT CHORD F-I = 0/197 E-I = 0/197 E-J = 0/197 D-J = 0/197 WEBS B-F = -197/0 B-E = -237/12 NOTES (9-10) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has beeen designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-144, D-F=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Dessign valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R64 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378308 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:45:01 2010 Page 1 Scale = 1:24.3 W1 T1 W4 B1 W2 W3 A B C F E D G H I J 3x5 2x6 3x7 3x6 3x4 1.5x4 3-10-6 3-10-6 7-8-12 3-10-6 3-10-6 3-10-6 7-8-12 3-10-6 3-8-7 3-6-8 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.87 0.86 0.09 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.41 0.00 (loc) E E-FD l/defl >921 >217 n/a L/d 240 180 n/a PLATES MT20 Weight: 43 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W4: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F = 610/0-1-8 0-9-4 D = 610/0-1-8 0-3-8 Max Horz F = -7(LC 8) Max Grav F = 711(LC 13) D = 711(LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-F = -496/0 A-G = -59/0 B-G = -65/0 B-H = -202/0 C-H = -210/0 C-D = -544/0 BOT CHORD F-I = 0/202 E-I = 0/202 E-J = 0/202 D-J = 0/202 WEBS B-F = -202/0 B-E = -244/6 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This trusss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-144, D-F=-20 2) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-144, D-F=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-116, D-F=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-147, D-F=-20 Standard 5) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-104, D-F=-40 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-48, D-F=-10 Horz: A-C=42 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-64, D-F=-10 Horz: A-C=26 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-44, D-F=-10 Horz: A-C=46 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-58, D-F=-10 Horz: A-C=32 10) MMWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-44, D-F=-10 Horz: A-C=46 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-70, D-F=-10 Horz: A-C=20 12) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-C=-64, D-F=-10 Horz: A-C=26 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure iss the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R64 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378308 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:45:01 2010 Page 2 LOAD CASE(S) Standard 13) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-104, D-F=-20 Concentrated Loads (lb) Vert: A=-250 14) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-104, D-F=-20 Concentrated Loads (lb) Vert: G=-250 15) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-104, D-F=-20 Concentrated Loads (lb) Vert: H=-250 16) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-104, D-F=-20 Concentrated Loads (lb) Vert: C=-250 17) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-104, D-F=-20 Concentrated Loads (lb) Vert: B=-250 18) 6th Moving Load: Lumber Increase=1..25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-104, D-F=-20 Concentrated Loads (lb) Vert: I=-250 19) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-104, D-F=-20 Concentrated Loads (lb) Vert: J=-250 20) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-104, D-F=-20 Concentrated Loads (lb) Vert: F=-250 21) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-104, D-F=-20 Concentrated Loads (lb) Vert: E=-250 22) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-C=-104, D-F=-20 Concentrated Loads (lb) Vert: D=-250 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is ressponsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R64G Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378309 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:33 2010 Page 1 Scale = 1:21.8 W1 T1 W2 B1 ST1 ST2 ST3 A B C D E J I H G F 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 7-8-12 7-8-12 7-8-12 7-8-12 3-8-7 3-6-8 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.08 0.05 0.03 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - F l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 46 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) J = 68/0-1-8 7-8-12 F = 58/0-1-8 7-8-12 I = 171/0-1-8 7-8-12 H = 171/0-1-8 7-8-12 G = 157/0-1-8 7-8-12 Max Horz J = -7(LC 8) Max Uplift J = -29(LC 8) F = -9(LC 8) I = -44(LC 8) H = -53(LC 8) G = -59(LC 8) Max Grav J = 71(LC 4) F = 60(LC 4) I = 178(LC 4) H = 177(LC 4) G = 163(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J = -54/32 A-B = -5/4 B-C = -5/2 C-D = -5/0 D-E = -4/0 E-F = -45/19 BOT CHORD I-J = 0/3 H-I = 0/3 G-H = 0/3 BOT CHORD F-G = 0/3 WEBS B-I = -138/70 C-H = -137/73 D-G = -127/74 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0pssf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any oother live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 29 lb uplift at joint J , 9 lb uplift at joint F, 44 lb uplift at joint I, 53 lb uplift at joint H and 59 lb uplift at joint G. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabiility of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R65 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378310 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:33 2010 Page 1 Scale = 1:25.4 W1 T1 W6 B1 W2 W3 W4 W5 A B C D G F E H I J K L 3x6 2x6 2x6 3x6 3x4 3x4 3x4 7-8-9 7-8-9 15-5-2 7-8-9 5-1-11 5-1-11 10-3-7 5-1-11 15-5-2 5-1-11 3-8-7 3-4-9 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.83 0.86 0.38 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.25 -0.38 0.04 (loc) F-G F-GE l/defl >713 >478 n/a L/d 240 180 n/a PLATES MT20 Weight: 83 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt B-G, C-E REACTIONS (lb/size) G = 1241/0-1-8 0-9-4 E = 1241/0-1-8 0-3-8 Max Horz G = -15(LC 8) Max Grav G = 1289(LC 4) E = 1289(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-G = -475/0 A-H = -68/0 B-H = -74/0 B-I = -1481/0 C-I = -1496/0 C-J = -77/0 D-J = -83/0 D-E = -478/0 BOT CHORD G-K = 0/1399 F-K = 0/1399 F-L = 0/1445 E-L = 0/1445 WEBS B-G = -1624/0 B-F = 0/301 C-F = -31/232 C-E = -1655/0 NOTES (9-10) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered forr this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-D=-144, E-G=-20 WARNING - Verify design paarameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drivve, Madison, WI 53719. March 11,2010 Job 14290R Truss R66 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378311 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:33 2010 Page 1 Scale = 1:40.9 T1 W2 T2 W7 B1 W5 W6 W3 BL1 W1 W4 B2 A B C D E I H G F J K L M O P Q R S T U N 2x6 2x4 1.5x4 4x4 5x6 5x5 3x4 3x4 3x4 3x7 3x4 3x4 9-8-10 9-8-10 16-7-0 6-10-6 1-5-4 1-5-4 1-10-12 0-5-8 4-11-3 3-0-7 9-8-10 4-9-7 16-7-0 6-10-6 2-3-2 4-1-3 4-1-9 8-0-0 3-9-9 1-6-0 48.00 12 0.25 12 300 Plate Offsets (X,Y): [E:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.78 0.97 0.99 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.47 -0.76 0.05 (loc) G-I G-I M l/defl >413 >257 n/a L/d 240 180 n/a PLATES MT20 Weight: 108 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 OTHERRS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-1-14 oc bracing. REACTIONS (lb/size) I = 937/0-1-8 0-9-4 M = 757/0-1-8 0-3-8 Max Horz I = 257(LC 9) Max Uplift I = -137(LC 8) M = -257(LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J = -397/16 A-N = -229/74 K-N = -223/83 B-K = -202/232 A-O = -102/254 B-O = -102/254 B-P = -110/279 C-P = -111/279 C-Q = -1008/341 D-Q = -1016/340 D-R = -104/44 R-S = -105/44 E-S = -109/44 F-L = -148/565 E-L = -148/565 I-J = -389/11 BOT CHORD I-T = -402/831 H-T = -402/831 G-H = -402/831 G-U = -332/1012 F-U = -332/1012 WEBS D-G = -40/210 D-F = -1042/335 C-I = -967/271 C-G = -49/365 E-M = -769/262 WEBS L-M = -56/141 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; encllosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 137 lb uplift at joint I and 257 lb uplift at joint M. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load caase(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-J=-64, A-K=-64, E-R=-64, F-I=-20 Trapezoidal Loads (plf) Vert: A=-60-to-B=-54, B=-118-to-R=-64 WARNING -- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 5583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R67 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378312 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:34 2010 Page 1 Scale = 1:25.8 W1 T1 W5 B1 W2 W3 W4 BL1 BL2 A B C F E D G H I J K L M N O 5x5 5x8 6x16 2x6 3x4 3x5 4x6 3x4 6-11-11 6-11-11 13-11-6 6-11-11 6-11-11 6-11-11 13-11-6 6-11-11 4-1-0 1-2-0 3-9-9 1-6-0 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.99 0.78 0.95 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.17 -0.23 0.05 (loc) D-E D-EJ l/defl >954 >702 n/a L/d 240 180 n/a PLATES MT20 Weight: 85 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 *Except* BL1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc c purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) I = 782/0-1-8 0-5-4 J = 662/0-1-8 0-3-8 Max Horz I = -12(LC 8) Max Uplift I = -169(LC 8) J = -167(LC 8) Max Grav I = 1062(LC 4) J = 814(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD F-G = -71/569 A-G = -71/569 A-K = -203/32 B-K = -213/31 B-L = -1074/192 L-M = -1080/191 C-M = -1085/191 D-H = 0/309 C-H = 0/309 BOT CHORD F-N = -188/1080 E-N = -188/1080 E-O = -28/113 D-O = -28/113 WEBS B-F = -1011/192 B-E = -394/166 C-E = -182/1097 A-I = -1086/173 G-I = -31/252 C-J = -827/171 H-J = -41/147 WEBS B-F = -1011/192 B-E = -394/166 C-E = -182/1097 A-I = -1086/173 G-I = -31/252 C-J = -827/171 H-J = -41/147 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) I, J considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 169 lb uplift at joint I and 167 lb uplift at joint J. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. . 9) Load case(s) 1, 3, 4 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: C-M=-64, D-F=-20 Trapezoidal Loads (plf) Vert: A=-124-to-M=-64 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: C-M=-36, D-F=-20 Trapezoidal Loads (plf) Vert: A==-96-to-M=-36 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: C-M=-70, D-F=-20 Trapezoidal Loads (plf) Vert: A=-190-to-M=-70 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 0 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R68 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378313 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:35 2010 Page 1 Scale = 1:62.2 W1 T1 W12 B1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 T2 T3 B2 B3 A B C D E F G H I Q P O N M L K J R S T U V W X Y Z AA AB AC 5x7 5x8 3x6 4x5 2x4 3x10 MT20H 3x4 3x4 3x4 3x4 3x5 1.5x4 3x9 3x4 3x4 3x6 3x6 4x8 9-0-7 9-0-7 18-0-13 9-0-7 27-1-4 9-0-7 31-11-10 4-10-6 36-10-0 4-10-6 6-9-5 6-9-5 13-6-10 6-9-5 20-3-15 6-9-5 27-1-4 6-9-5 31-11-10 4-10-6 36-10-0 4-10-6 4-1-0 1-2-03-3-13 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.84 0.94 0.78 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.41 -0.62 0.06 (loc) N-P N-PL l/defl >787 >521 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 198 lb GRIP 2244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.1 *Except* B3: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-Q, E-L REACTIONS (lb/size) J = -1/0-1-8 0-3-8 L = 2079/0-2-12 0-3-8 S = 953/0-1-8 0-5-4 Max Horz S = -35(LC 8) Max Uplift J = -61(LC 23) L = -642(LC 8) S = -298(LC 8) Max Grav J = 250(LC 37) L = 2352(LC 4) S = 1079(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD Q-R = -201/877 A-R = -201/877 A-T = -161/47 B-T = -167/47 B-U = -1707/439 C-U = -1712/438 C-D = -1395/353 D-V = -1399/353 E-V = -14004/353 E-W = -339/1241 F-W = -340/1235 F-G = -344/1239 G-H = -345/1233 H-X = -77/295 I-X = -77/291 TOP CHORD I-J = -201/110 BOT CHORD Q-Y = -415/1510 P-Y = -415/1510 O-P = -530/1883 O-Z = -530/1883 N-Z = -530/1883 M-N = -294/1025 M-AA = -294/1025 L-AA = -294/1025 L-AB = -291/79 K-AB = -291/79 K-AC = -6/33 J-AC = -6/33 WEBS B-Q = -1567/464 B-P = 0/440 C-P = -224/149 C-N = -613/249 E-N = -70/670 E-L = -2525/721 F-L = -459/216 H-L = -1123/324 H-K = -8/309 I-K = -372/100 A-S = -1095/304 R-S = -27/196 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate draiinage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) S considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint J , 642 lb uplift at joint L and 298 lb uplift at joint S. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer too attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R69 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378314 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:35 2010 Page 1 Scale = 1:56.9 W1 T1 W10 B1 W2 W3 W4 W5 W6 W7 W8 W9 T2 T3 B2 B3 A B C D E F G H O N M L K J I P Q R S T U V W X Y Z 5x7 5x8 3x6 4x6 3x6 2x6 3x4 3x4 3x4 3x4 3x5 1.5x4 3x9 3x6 3x6 4x6 9-0-7 9-0-7 18-0-13 9-0-7 27-1-4 9-0-7 33-10-8 6-9-4 6-9-5 6-9-5 13-6-10 6-9-5 20-3-14 6-9-5 27-1-3 6-9-5 33-10-8 6-9-5 4-1-0 1-2-0 3-4-9 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.92 0.95 0.74 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.41 -0.63 0.07 (loc) L-N L-NI l/defl >784 >512 n/a L/d 240 180 n/a PLATES MT20 Weight: 180 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T3: 2 X 4 SYP No.1 BOT CHHORD 2 X 4 SYP No.1 *Except* B3: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-7-5 oc bracing. WEBS 1 Row at midpt B-O, E-J, H-J REACTIONS (lb/size) I = -223/0-1-8 0-3-8 J = 2032/0-2-11 0-3-8 Q = 973/0-1-8 0-5-4 Max Horz Q = -32(LC 8) Max Uplift I = -251(LC 4) J = -626(LC 8) Q = -304(LC 8) Max Grav I = 133(LC 33) J = 2286(LC 4) Q = 1095(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD O-P = -208/894 A-P = -208/894 A-R = -163/48 B-R = -168/47 B-S = -1753/454 C-S = -1753/453 C-D = -1758/453 D-T = -1503/385 E-T = -1509/384 E-U = -273/1008 F-U = -273/1002 F-G = -274//998 G-V = -280/1009 TOP CHORD H-V = -281/1003 H-I = -78/298 BOT CHORD O-W = -428/1541 N-W = -428/1541 M-N = -558/1959 M-X = -558/1959 L-X = -558/1959 L-Y = -331/1147 K-Y = -331/1147 J-K = -331/1147 J-Z = -10/48 I-Z = -10/48 WEBS B-O = -1602/476 B-N = -5/459 D-N = -262/162 D-L = -578/241 E-L = -67/641 E-J = -2400/686 G-J = -557/267 H-J = -1142/323 A-Q = -1112/310 P-Q = -31/198 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with anny other live loads. 6) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 251 lb uplift at joint I, 626 lb uplift at joint J and 304 lb uplift at joint Q. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R70 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378315 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:36 2010 Page 1 Scale = 1:46.0 W1 T1 W8 B1 W2 W3 W4 W5 W6 W7 T2 B2 A B C D E F K J I H G L M N O P Q R 5x7 2x6 3x5 2x6 3x5 6x7 3x7 3x5 3x5 3x5 3x8 9-1-0 9-1-0 18-2-0 9-1-0 27-3-0 9-1-0 6-9-12 6-9-12 13-7-8 6-9-12 20-5-4 6-9-12 27-3-0 6-9-12 4-1-0 3-6-4 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.74 0.92 1.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.43 -0.68 0.10 (loc) H-J J-KG l/defl >756 >478 n/a L/d 240 180 n/a PLATES MT20 Weight: 141 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-1-2 oc purlins, except end verticals. BOT CHORD Rigid ceiiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-K 2 Rows at 1/3 pts E-G REACTIONS (lb/size) K = 1132/0-2-4 0-5-4 G = 1132/0-2-6 0-3-8 Max Horz K = -26(LC 8) Max Uplift K = -1000(LC 23) G = -1105(LC 24) Max Grav K = 1903(LC 20) G = 2016(LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K = -320/104 A-L = -616/563 B-L = -1379/1334 B-M = -2360/814 C-M = -3200/1642 C-D = -2923/1294 D-N = -2270/643 E-N = -2866/1225 E-O = -1376/1340 F-O = -627/566 F-G = -322/106 BOT CHORD K-P = -1507/2981 J-P = -1118/2413 I-J = -1395/3160 I-Q = -897/2682 H-Q = -1825/3590 H-R = -1169/2557 G-R = -1884/3451 WEBS B-K = -3347/1941 WEBS B-J = -841/1357 C-J = -1579/1330 C-H = -1497/1344 E-H = -871/1327 E-G = -3800/2296 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed;; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1000 lb uplift at joint K and 1105 lb uplift at joint G. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcuurrent with any other live loads. 9) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 27-3-0 for 200.0 plf. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is foor lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R71 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378316 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:37 2010 Page 1 Scale = 1:22.3 W5 T1 W1 B1 W4 W3 W2 A B C F E D G H I J 2x4 3x5 1.5x4 4x4 8x9 3x4 3-5-8 3-5-8 6-11-0 3-5-8 3-5-8 3-5-8 6-11-0 3-5-8 3-4-9 3-6-5 0.25 12 308 Plate Offsets (X,Y): [E:0-3-8,0-4-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.41 0.38 0.40 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.03 0.00 (loc) D-E D-ED l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 51 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS S (lb/size) F = 1272/0-1-8 0-3-8 D = 1272/0-1-8 0-3-8 Max Horz F = 6(LC 6) Max Uplift F = -391(LC 6) D = -397(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-F = -843/278 A-G = -817/251 B-G = -816/251 B-H = -4/0 C-H = -1/3 C-D = -282/47 BOT CHORD F-I = -6/0 E-I = -6/0 E-J = -256/816 D-J = -256/816 WEBS A-E = -337/1102 B-E = -97/521 B-D = -1114/349 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 pssf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 lb uplift at joint F and 397 lb uplift at joint D. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LLOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-64, D-F=-320(F=-300) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 All girders to be 2 ply minimum. Job 14290R Truss R73 Truss Type SPECIAL Qty 1 Ply 2 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378317 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:38 2010 Page 1 Scale = 1:77.7 T1 W2 T2 T3 W7 B1 W4 W5 W6 W7 W8 W9 W10 W11 W11 W10 W9 W3 W8 W1 T4 B2 B3 A B C D E F G H I J K L M N W V U T S R Q P O X Y Z AA AB AC AD AE AF AG AH AI AJ AK AL AM 2x4 2x4 5x6 5x6 3x6 2x4 4x4 5x12 MT20H 5x12 8x9 4x4 4x8 3x4 4x4 3x5 4x4 3x5 4x4 3x5 2x4 10x12 5x8 2-7-3 2-7-3 6-2-0 3-6-13 12-7-9 6-5-9 19-4-10 6-9-1 26-1-11 6-9-1 32-10-11 6-9-1 39-7-12 6-9-1 -0-8-8 0-8-8 2-1-11 2-1-11 2-7-3 0-5-8 6-2-0 3-6-13 9-4-13 3-2-13 12-7-9 3-2-13 18-0-6 5-4-13 23-5-4 5-4-13 28-10-1 5-4-13 34-2-15 5-4-13 39-7-12 5-4-13 2-9-6 4-1-11 4-2-3 8-0-0 3-11-3 29.25 12 0.25 12 404 3 504 Plate Offsets (X,Y): [C:0-4-4,0-0-3], [V:0-4-8,0-5-4] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.115 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.97 0.86 0.75 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.35 -0.74 0.18 (loc) S-U S-UO l/defl >999 >638 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 570 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T2: 2 X 6 SYP No.1, T3: 2 X 4 SYP DSS BOT CHORD 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W4: 2 X 8 SYP No.2, W1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt F-W REACTIONS (lb/size) O = 2543/0-1-10 0-5-8 W = 6222/0-4-13 0-5-8 Max Horz W = 374(LC 8) Max Uplift O = -747(LC 7) W = -1659(LC 7) Max Grav O = 2726(LC 17) W = 8140(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/119 B-C = -449/89 C-X = -189/47 D--X = -160/80 D-E = -240/172 C-Y = -100/327 E-Y = -100/327 E-Z = -113/343 F-Z = -117/343 F-AA = -12535/2877 G-AA = -12538/2877 G-AB = -12382/3027 H-AB = -12384/3027 H-AC = -12358/3019 AC-AD = -12356/3019 I-AD = -12355/3019 I-AE = -10300/2719 J-AE = -10300/2719 J-AF = -7855/2119 K-AF = -7855/2119 K-L = -7855/2119 TOP CHORD L-AG = -4481/1204 M-AG = -4481/1204 M-AH = -38/11 N-AH = -38/11 N-O = -308/83 B-W = -567/97 BOT CHORD W-AI = -2876/12533 V-AI = -2876/12533 V-AJ = -3001/12643 U-AJ = -3001/12643 T-U = -2836/10777 S-T = -2836/10777 S-AK = -2447/8918 R-AK = -2447/8918 Q-R = -2447/8918 Q-AL = -1841/6688 P-AL = -1841/6688 P-AM = -1023/3697 O-AM = -1023/3697 WEBS F-V = -1469/7285 G-V = -1220/185 G-U = -379/824 H-U = -875/212 I-U = -368/1906 I-S = -1343/336 J-S = -373/2103 J-Q = -1961/542 L-Q = -461/2132 L-P = -2937/847 M-P = -511/2207 M-O = -4421/1222 F-W = -14479/3149 NOTES (17-18) 1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7137 lb down and 1424 lb up at 6-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 2) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 3 rows at 0-2-0 oc. Webs connected as follows: 2 X 8 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7137 lb down and 1424 lb up at 6-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; eenclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 5) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 9) All plates are MT20 plates unless otherwise indicated. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 747 lb uplift at joint O and 1659 lb uplift at joint W. 12) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) TThis truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. Continued on page 2 * WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the errector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Check point load -appears to be low. Job 14290R Truss R73 Truss Type SPECIAL Qty 1 Ply 2 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378317 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:38 2010 Page 2 NOTES (17-18) 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7137 lb down and 1424 lb up at 6-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 18) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-C=-64, C-D=-64, E-AD=-124, N-AD=-64, O-W=-20 Concentrated Loads (lb) Vert: V=-4600(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-74473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R74 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378318 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:40 2010 Page 1 Scale = 1:76.8 T1 W2 T2 T3 W12 B1 W1 W3 W4 W5 T4 B2 B3 W6 W7 W8 W9 W9 A W8 W10 W11 B C D E F G H I J K L M U T S R Q P O N V W X Y Z AA AB AC AD AE AF AG AH AI AJ 2x4 2x4 5x5 5x8 3x6 2x6 4x6 5x12 MT20H 4x6 4x10 5x10 3x4 5x12 MT20H 3x4 4x4 3x4 4x4 3x5 4x5 4x7 2-7-3 2-7-3 10-7-9 8-0-6 17-9-12 7-2-3 24-11-15 7-2-3 32-2-1 7-2-3 39-7-12 7-5-11 -0-8-8 0-8-8 2-1-11 2-1-11 2-7-3 0-5-8 5-3-13 2-8-9 10-7-9 5-3-13 16-1-1 5-5-8 22-1-7 6-0-6 27-10-6 5-8-15 33-7-5 5-8-15 39-7-12 6-0-7 2-9-6 4-1-11 4-2-3 8-0-0 3-11-11 29.25 12 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.96 0.86 0.94 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.47 -0.89 0.18 (loc) R R Q-RN l/defl >999 >531 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 258 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T2: 2 X 4 SYP SS, T3: 2 X 4 SYP DSS BOT CHORD 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W4: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-7-11 oc bracing. WEBS 1 Row at midpt F-U, H-T, K-O, L-N REACTIONS (lb/size) N = 1841/0-2-7 0-5-8 U = 2329/0-2-14 0-5-8 Max Horz U = 373(LC 9) Max Uplift N = -529(LC 8) U = -452(LC 8) Max Grav N = 2084(LC 18) U = 2424(LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/119 B-C = -324/58 C-V = -189/43 D-V = -142/79 D-E = -226/154 C-W = -67/307 E-W = -67/307 E-X = -75/325 F-X = -75/324 F-Y = -5419/1196 G-Y = -5424/1196 G-Z = -55452/1201 H-Z = -5452/1201 H-AA = -6465/1463 I-AA = -6465/1463 I-AB = -5636/1338 J-AB = -5636/1338 J-K = -5636/1338 K-AC = -3547/860 L-AC = -3547/860 L-AD = -42/12 TOP CHORD AD-AE = -42/12 M-AE = -42/12 M-N = -314/92 B-U = -452/74 BOT CHORD U-AF = -821/3034 T-AF = -821/3034 T-AG = -1482/6530 S-AG = -1482/6530 R-S = -1482/6530 R-AH = -1490/6151 Q-AH = -1490/6151 Q-AI = -1242/5002 P-AI = -1242/5002 O-P = -1242/5002 O-AJ = -767/3006 N-AJ = -767/3006 WEBS F-U = -3664/820 F-T = -458/2982 G-T = -859/194 H-T = -1281/333 H-R = -226/279 I-R = -163/525 I-Q = -825/244 K-Q = -154/1016 K-O = -1896/498 L-O = -251/1460 L-N = -3477/885 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 529 lb uplift at joint N and 452 lb uplift at joint U. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-C=-64, C-D=-64, E-H=-124, H-M=-64, N-U=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateraal support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R75 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378319 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:41 2010 Page 1 Scale = 1:76.8 T1 W2 T2 T3 W12 B1 W5 W6 W7 W8 W9 W9 W8 W10 W11 W3 W1 W4 T4B2 B3 A B C D E F G H I J K L M U T S R Q P O N V W X Y Z AA AB AC ADAE AF AG AH AI AJ AK 2x4 2x4 5x5 5x7 3x6 2x6 5x6 5x12 MT20H 6x10 3x4 4x4 3x4 4x4 3x5 4x5 4x7 3x4 4x6 5x10 5x12 MT20H 2-7-3 2-7-3 8-7-9 6-0-6 16-4-10 7-9-1 24-1-11 7-9-1 31-10-11 7-9-1 39-7-12 7-9-1 -0-8-8 0-8-8 2-1-11 2-1-11 2-7-3 0-5-84-3-13 1-8-9 8-7-9 4-3-13 14-0-0 5-4-7 21-0-7 7-0-7 27-2-14 6-2-7 33-5-5 6-2-7 39-7-12 6-2-7 2-9-6 4-1-11 4-2-3 8-0-0 4-0-3 29.25 12 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.95 0.89 1.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.49 -0.90 0.19 (loc) Q-R Q-RN l/defl >974 >526 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 258 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T3: 2 X 4 SYP DSS, T4: 2 X 4 SYP No.1 BOT CHORD 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W4: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-8-0 oc bracing. WEBS 1 Row at midpt H-T, K-O, L-N, F-U REACTIONS (lb/size) N = 1839/0-2-8 0-5-8 U = 2325/0-2-15 0-5-8 Max Horz U = 374(LC 9) Max Uplift N = -529(LC 8) U = -452(LC 8) Max Grav N = 2126(LC 18) U = 2511(LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/119 B-C = -277/38 C-V = -184/44 D-V = -144/84 D-E = -232/155 C-W = -62/302 E-W = -62/302 E-X = -70/319 F-X = -70/319 F-Y = -4895/1051 G-Y = -4900/1051 G-Z = -4925/11055 H-Z = -4925/1055 H-AA = -6612/1411 AA-AB = -6612/1411 I-AB = -6612/1411 I-AC = -5919/1354 J-AC = -5919/1354 J-K = -5919/1354 K-AD = -3703/874 AD-AE = -3703/874 TOP CHORD L-AE = -3703/874 L-AF = -42/12 M-AF = -42/12 M-N = -315/94 B-U = -408/54 BOT CHORD U-AG = -700/2609 T-AG = -700/2609 T-AH = -1414/6600 S-AH = -1414/6600 R-S = -1414/6600 R-AI = -1502/6447 Q-AI = -1502/6447 P-Q = -1271/5257 P-AJ = -1271/5257 O-AJ = -1271/5257 O-AK = -780/3121 N-AK = -780/3121 WEBS G-T = -774/168 H-T = -2006/430 H-R = -47/411 I-R = -270/313 I-Q = -814/227 K-Q = -128/1021 K-O = -1973/505 L-O = -240/1486 L-N = -3595/896 F-U = -3455/735 F-T = -468/3066 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 PPlate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 529 lb uplift at joint N and 452 lb uplift at joint U. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "SSemi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-C=-64, C-D=-64, E-AA=-124, M-AA=-64, N-U=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shhown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R76 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378320 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:43 2010 Page 1 Scale = 1:76.8 T1 W2 T2 T3 W14 B1W5 W6 W7 W8 W9 W10 W11 W12 W13 W4 W1 W3 T4 T5 B2 B3 A B C D E F G H I J K L M N V U T S R Q P O W X Y Z AA AB AC AD AE AF AG AH AI AJ AK 2x4 2x4 5x5 5x7 3x7 2x6 5x6 5x12 MT20H 6x10 3x5 4x4 3x4 4x4 3x4 4x5 4x7 3x4 4x5 5x8 3x6 5x12 MT20H 2-7-3 2-7-3 7-7-9 5-0-6 15-7-10 8-0-1 23-7-11 8-0-1 31-7-11 8-0-1 39-7-12 8-0-1 -0-8-8 0-8-8 2-1-11 2-1-11 2-7-3 0-5-8 3-9-13 1-2-9 7-7-9 3-9-13 13-0-0 5-4-7 19-6-0 6-6-0 26-10-1 7-4-1 33-2-15 6-4-13 39-7-12 6-4-13 2-9-6 4-1-11 4-2-3 8-0-0 4-0-7 29.25 12 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)1.00 0.90 0.89 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.49 -0.90 0.19 ((loc) R-S R-SO l/defl >964 >526 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 258 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T3: 2 X 4 SYP SS, T4: 2 X 4 SYP DSS BOT CHORD 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W3: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-7-11 oc bracing. WEBS 1 Row at midpt H-U, K-P, F-V 2 Rows at 1/3 pts M-O REACTIONS (lb/size) O = 1839/0-2-9 0-5-8 V = 2325/0-3-1 0-5-8 Max Horz V = 375(LC 9) Max Uplift O = -529(LC 8) V = -452(LC 8) Max Grav O = 2146(LC 18) V = 2589(LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/119 B-C = -268/29 C-W = -182/45 D-W = -145/86 D-E = -236/157 C-X = -59/300 E-X = -59/300 E-Y = -67/316 F-Y = -67/316 F-Z = -4553/970 GG-Z = -4558/970 G-AA = -4582/975 H-AA = -4582/975 H-I = -6664/1387 I-AB = -6664/1387 J-AB = -6664/1387 J-AC = -6045/1353 AC-AD = -6045/1353 K-AD = -6045/1353 K-AE = -3822/890 L-AE = -3822/890 TOP CHORD L-M = -3822/890 M-AF = -45/13 N-AF = -45/13 N-O = -318/99 B-V = -386/45 BOT CHORD V-AG = -637/2385 U-AG = -637/2385 U-AH = -1362/6545 T-AH = -1362/6545 S-T = -1362/6545 S-AI = -1511/6675 R-AI = -1511/6675 Q-R = -1298/5417 Q-AJ = -1298/5417 P-AJ = -1298/5417 P-AK = -795/3222 O-AK = -795/3222 WEBS G-U = -750/167 H-U = -2356/464 H-S = -43/514 J-S = -356/170 J-R = -840/211 K-R = -84/955 K-P = -2005/513 M-P = -237/1499 M-O = -3683/906 F-V = -3365/694 F-U = -473/3095 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat rooff snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 529 lb uplift at joint O and 452 lb uplift at joint V. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-C=-64, C-D=-64, E-AB=-124, N-AB=-64, O-V=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not trruss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R77 Truss Type SPECIAL Qty 1 Ply 3 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378321 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:44 2010 Page 1 Scale = 1:76.8 T1 W2 T2 T3 W6 B1 W4 W5 W6 W7 W6 W7 W6 W7 W6 W7 W6 W8 W6 W3 W1 W9 T4 T5 B2 B3 B4 A B C D E F G H I J K L M N O AA Z Y X W V U T S R Q P AB AC AD AE AF AG AH AI AJ AK AL AM AN AO AP AQ AR 2x4 2x4 5x6 6x10 5x8 7x8 6x12 MT20H 2x6 6x6 4x6 4x6 4x4 6x6 4x4 4x4 4x4 4x7 4x7 5x8 5x8 7x8 2x4 5x10 4x8 6x12 MT18H 6x12 MT20H 2-7-3 2-7-3 6-2-12 3-7-9 11-0-1 4-9-5 15-9-5 4-9-5 20-6-10 4-9-5 25-3-14 4-9-5 30-1-3 4-9-5 34-10-7 4-9-5 39-7-12 4-9-5 -0-8-8 0-8-8 2-1-11 2-1-11 2-7-3 0-5-8 6-2-12 3-7-9 11-0-1 4-9-5 15-9-5 4-9-5 20-6-10 4-9-5 25-3-14 4-9-5 30-1-3 4-9-5 34-10-7 4-9-5 39-7-12 4-9-5 2-9-6 4-1-11 4-2-3 8-0-0 4-0-13 29.25 12 0.25 12 404 3 308 308 308 Plate Offsets (X,Y): [C:0-4-4,0-0-3], [N:0-3-8,0-2-8], [Q:0-3-8,0-3-8], [R:0-3-8,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.65 0.82 0.82 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.58 -1.10 0.23 (loc) U-W U-WP l/defl >813 >431 n/a L/d 240 180 n/a PLATES MT20 MT20H MT18H Weight: 945 lb GRIP 244/190 187/143 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 *Except* T1: 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP DSS WEBS 2 X 4 SYP No.3 *Except* W4,W8: 2 X 4 SYP No.2 W9: 2 X 4 SYP No.1, W1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-5 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) P = 7737/0-3-8 0-5-8 AA = 8220/0-3-13 0-5-8 Max Horz AA = 376(LC 8) Max Uplift P = -2357(LC 7) AA = -2280(LC 7) Max Grav P = 10449(LC 14) AA = 11246(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/119 B-C = -480/101 C-AB = -191/47 D-AB = -159/78 D-E = -237/170 C-AC = -204/348 E-AC = -204/348 E-AD = -214/364 F-AD = -219/363 F-AE = -16301/3633 G-AE = -16301/3633 G-AF = -23709/5244 H-AF = -23709/5244 H-AG = -28125/6242 I-AG = -28125/6242 I-AH = -28982/6476 J-AH = -28982/6476 J-AI = -28982/6476 K-AI = -28982/6476 K-AJ = -26604/5966 L-AJ = -26604/5966 L-M = -20957/4712 M-AK = -20957/4712 TOP CHORD N-AK = -20957/4712 N-AL = -12048/2715 O-AL = -12048/2715 O-P = -9462/2184 B-AA = -567/102 BOT CHORD AA-AM = -3561/15945 Z-AM = -3561/15945 Y-Z = -5244/23709 X-Y = -5244/23709 X-AN = -6242/28125 W-AN = -6242/28125 W-AO = -6476/28982 V-AO = -6476/28982 U-V = -6476/28982 U-AP = -5966/26604 T-AP = -5966/26604 S-T = -4712/20957 R-S = -4712/20957 R-AQ = -2715/12048 Q-AQ = -2715/12048 Q-AR = -24/104 P-AR = -24/104 WEBS F-Z = -1776/8819 G-Z = -9395/2043 G-X = -1095/5335 H-X = -5536/1251 H-W = -583/3032 I-W = -1074/293 I-U = -30/4496 K-U = -639/2981 K-T = -1955/554 L-T = -1572/7080 L-R = -4457/1120 N-R = -2504/11169 N-Q = -6847/1682 O-Q = -3412/15147 F-AA = -18290/3909 NOTES (15-16) 1) 3-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Caategory II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 7) Provide adequate drainage to prevent water ponding. 8) All plates are MT20 plates unless otherwise indicated. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2357 lb uplift at joint P and 2280 lb uplift at joint AA. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) "Semi-rigid pittchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 15) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 16) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Continued on page 2 * WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construcction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Do not run clear span -add bearing as shown on plans. Job 14290R Truss R77 Truss Type SPECIAL Qty 1 Ply 3 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378321 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:45 2010 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-C=-64, C-D=-64, E-H=-124, H-O=-64, P-AA=-320(F=-300) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R78 Truss Type MONO HIP Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378322 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:45 2010 Page 1 Scale = 1:44.6 T1 W1 B1 W2 A B C E D F G 3x4 4x7 2x6 4x7 2-1-11 2-1-11 2-7-3 0-5-8 -0-8-8 0-8-8 2-1-11 2-1-11 2-7-3 0-5-8 2-9-6 8-0-0 29.25 12 112 Plate Offsets (X,Y): [B:0-3-8,0-1-12], [C:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)1.00 0.89 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.03 0.03 -0.00 (loc) D-E D-ED l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 31 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.2 *Except* W1: 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-7-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly appliedd or 2-11-3 oc bracing. WEBS 1 Row at midpt C-D REACTIONS (lb/size) D = 79/Mechanical E = 161/0-1-8 0-5-8 Max Horz E = 378(LC 9) Max Uplift D = -664(LC 9) E = -106(LC 7) Max Grav D = 294(LC 19) E = 562(LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/82 B-F = -403/100 C-F = -395/115 C-D = -258/433 B-E = -302/75 BOT CHORD E-G = -40/9 D-G = -40/9 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow looads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 664 lb uplift at joint D and 106 lb uplift at joint E. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trusssway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineeringg Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R79 Truss Type MONO HIP Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378323 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:45 2010 Page 1 Scale = 1:44.7 T1 W1 B1 W2 A B D C E F 3x6 3x4 3x6 2x6 1-10-11 1-10-11 2-4-3 0-5-8 1-10-11 1-10-11 2-4-3 0-5-8 3-4-11 8-0-0 29.25 12 Plate Offsets (X,Y): [B:Edge,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.76 0.67 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.01 -0.00 (loc) C-D C-DC l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 28 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.2 *Except* W1: 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 RRow at midpt B-C REACTIONS (lb/size) C = 78/Mechanical D = 86/0-1-8 0-2-8 Max Horz D = 216(LC 9) Max Uplift C = -606(LC 9) D = -132(LC 7) Max Grav C = 292(LC 18) D = 557(LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-E = -368/94 B-E = -361/120 B-C = -258/395 A-D = -323/76 BOT CHORD D-F = -36/11 C-F = -36/11 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design.. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) D. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 606 lb uplift at joint C and 132 lb uplift at joint D. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professsional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R80 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378324 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:45 2010 Page 1 Scale = 1:47.0 T1 W1 T2 W4 B1 W2 W3 A B CD E H G F I J K L 3x6 3x5 3x5 3x7 1.5x4 3x4 3x9 2-7-3 2-7-3 5-11-12 3-4-9 -0-8-8 0-8-8 2-1-11 2-1-11 2-7-3 0-5-8 5-11-12 3-4-9 2-9-64-1-11 8-0-0 4-0-14 29.25 12 0.25 12 302 Plate Offsets (X,Y): [C:Edge,0-3-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.96 0.79 0.23 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.05 -0.10 -0.00 (loc) G-HGF l/defl >999 >701 n/a L/d 240 180 n/a PLATES MT20 Weight: 54 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.2 *Except* W4,W2: 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc purlins, except endd verticals. BOT CHORD Rigid ceiling directly applied or 8-3-0 oc bracing. REACTIONS (lb/size) F = 374/Mechanical H = 353/0-1-8 0-5-8 Max Horz H = 563(LC 9) Max Uplift F = -344(LC 9) Max Grav F = 515(LC 21) H = 455(LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/82 B-I = -301/0 C-I = -293/1 D-G = -241/215 C-D = -121/343 D-J = -132/359 E-J = -136/357 E-F = -462/417 B-H = -367/1 BOT CHORD H-K = -276/60 G-K = -276/60 G-L = -3/26 F-L = -3/26 WEBS E-G = -527/172 NOTES (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 344 lb uplift at joint F. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrennt with any other live loads. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-C=-64, D-E=-124, F-H=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss desiggner. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R81 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378325 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:46 2010 Page 1 Scale = 1:45.4 T1 W2 T2 W5 B1 W3 W4 W1 A B CD E H G F I J K L 2x6 4x8 3x5 2x4 2x4 3x4 3x10 2-7-3 2-7-3 5-11-12 3-4-9 -0-8-8 0-8-8 2-1-11 2-1-11 2-7-3 0-5-8 5-11-12 3-4-9 2-9-64-1-11 8-0-0 4-0-14 29.25 12 0.25 12 302 Plate Offsets (X,Y): [C:Edge,0-3-2] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.75 0.31 0.18 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.08 -0.06 -0.00 (loc) F-G F-GF l/defl >841 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 62 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W2: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) F = 386/Mechanical H = 369/0-1-8 0-5-8 Max Horz H = 574(LC 9) Max Uplift F = -387(LC 9) Max Grav F = 521(LC 27) H = 464(LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/82 B-I = -247/40 C-I = -236/50 D-G = -356/0 C-D = -178/256 D-J = -99/290 E-J = -102/287 E-F = -421/60 B-H = -517/0 BOT CHORD H-K = -589/27 G-K = -589/27 G-L = 0/25 F-L = 0/25 WEBS E-G = -433/124 B-G = -38/542 NOTES (17-18) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-05; Pr=20.0 psf (rooof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 387 lb uplift at joint F. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord,, nonconcurrent with any other live loads. 12) Girder carries hip end with 0-0-0 right side setback, 2-3-14 left side setback, and 2-3-14 end setback. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 27 lb down and 99 lb up at 2-3-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 17) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 18) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.155, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-C=-64, D-E=-92(F=32), G-H=-20, F-G=-53(F=-33) Concentrated Loads (lb) Vert: G=-27(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orrlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R82 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378326 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:46 2010 Page 1 Scale = 1:58.3 W1 T1 W9 B1 W2 W3 W4 W5 W6 W7 W8 T3 T2 B2 B3 A B C D E F G H O N M L K J I P Q R S T U V W X Y Z 5x7 5x8 3x7 3x5 2x6 3x6 3x4 3x4 3x4 3x4 3x5 3x5 1.5x4 3x7 3x6 4x6 9-0-7 9-0-7 18-0-13 9-0-7 27-1-4 9-0-7 34-6-8 7-5-4 6-9-5 6-9-5 13-6-10 6-9-5 20-3-15 6-9-5 27-1-4 6-9-5 34-6-8 7-5-4 4-1-0 1-2-0 3-4-6 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)1.00 0.94 0.69 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.40 -0.66 0.09 (loc) L-N L-NI l/defl >805 >489 n/a L/d 240 180 n/a PLATES MT20 Weight: 171 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T3: 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.1 *Except* B2: 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-5-11 oc bracing. WEBS 1 Row at midpt B-O, E-J REACTIONS (lb/size) I = 502/0-1-8 0-3-8 J = 2234/0-2-14 0-3-8 Q = 1114/0-1-8 0-5-4 Max Horz Q = -32(LC 8) Max Uplift Q = -307(LC 8) Max Grav I = 631(LC 33) J = 2424(LC 4) Q = 1251(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD O-P = -209/1051 A-P = -209/1051 A-R = -180/49 B-R = -185/48 B-C = -2130/462 C-D = -2136/461 D-S = -2321/384 E-S = -2327/383 E-T = -91/0 F-T = -93/0 F-U = -94/0 G-U = -103/0 G-V = -93/0 H-V = -101/0 H-I = -573/0 BOT CHORD O-W = -430/1821 BOT CHORD N-W = -430/1821 M-N = -577/2540 M-X = -577/2540 L-X = -5777/2540 K-L = -319/2089 K-Y = -319/2089 J-Y = -319/2089 J-Z = 0/94 I-Z = 0/94 WEBS B-O = -1907/479 B-N = -15/593 D-N = -519/175 D-L = -278/266 E-L = -86/441 E-J = -2247/390 G-J = -1237/0 A-Q = -1270/313 P-Q = -32/221 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity oof bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 307 lb uplift at joint Q. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of prrofessional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-T=-64, H-T=-144, I-O=-20 2) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-T=-64, H-T=-144, I-O=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-T=-36, H-T=-116, I-O=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-T=-75, H-T=-155, I-O=-20 5) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-40 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R82 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378326 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:46 2010 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-T=30, H-T=-50, I-O=-10 Horz: A-H=40 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-T=16, H-T=-64, I-O=-10 Horz: A-H=26 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-T=36, H-T=-44, I-O=-10 Horz: A-H=46 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-T=22, H-T=-58, I-O=-10 Horz: A-H=32 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-T=36, H-T=-44, I-O=-10 Horz: A-H=46 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-T=10, H-T=-70, I-O=-10 Horz: A-H=20 12) MWFRS 4th Wind Parallel: Lumber Increasee=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-T=16, H-T=-64, I-O=-10 Horz: A-H=26 13) IBC Snow on Overhangs: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 14) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: A=-250 15) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: R=-250 16) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: C=-250 17) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: S=-250 18) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: U=-250 19) 6th Moving Load: LLumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: V=-250 20) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Standard Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: H=-250 21) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: B=-250 22) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: D=-250 23) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: E=-250 24) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: G=-250 25) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-1044, I-O=-20 Concentrated Loads (lb) Vert: W=-250 26) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: X=-250 27) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: Y=-250 28) 15th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: Z=-250 29) 16th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: O=-250 30) 17th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: N=-250 31) 18th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: L=-250 32) 19th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: J=-250 Standard 33) 20th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-T=-24, H-T=-104, I-O=-20 Concentrated Loads (lb) Vert: I=-250 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, deliivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R82G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378327 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:48 2010 Page 1 Scale = 1:58.5 W1 T1 W7 B1 ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8 ST9 ST10 ST11 ST12 ST13 ST14 ST15 ST16 T4 T2 B2 B3 W2 W3 W4 W5 W6 T3 A B C D E F G H I J K L M N O P Q R S T AM AL AK AJ AI AH AG AF AE AD AC AB AA Z Y X W V U AN AO 3x7 7x10 3x6 1.5x4 1.5x4 3x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 8x9 7x8 6x6 1.5x4 1.5x4 7x6 1.5x4 4x7 7x6 1.5x4 1.5x4 6x6 1.5x4 7x6 1.5x4 3x7 7x6 1.5x4 1.5x4 1.5x4 1.5x4 7x6 1.5x4 4x6 3x6 6x12 4x4 34-6-8 34-6-8 34-6-8 34-6-8 4-1-0 3-4-6 0.25 12 208 308 307 Plate Offsets (X,Y): [A:0-2-8,Edge], [N:0-3-7,Edge], [Z:0-3-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.97 0.93 1.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.22 0.03 (loc) W W-XU l/defl >936 >434 n/a L/d 240 180 n/a PLATES MT20 Weight: 219 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 *Except* T4: 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 *Except* B3: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W1,W4,W5: 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 *Except* BL1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 10-0-0 oc bracing: AF-AG,Z-AA,U-V 4-10-10 oc bracing: Y-Z 5-5-10 oc bracing: X-Y. WEBS 1 Row at midpt A-AM REACTIONS (lb/size) AM = 170/0-4-1 27-3-0 Y = 923/0-4-1 27-3-0 Z = -378/0-4-1 27-3-0 AA = 768/0-4-1 27-3-0 AC = 163/0-4-1 27-3-0 AD = -65/0-4-1 27-3-0 AE = 394/0-4-1 27-3-0 AF = 176/0-4-1 27-3-0 AG = 165/0-4-1 27-3-0 AH = 74/0-4-1 27-3-0 AI = 259/0-4-1 27-3-0 AJ = 171/0-4-1 27-3-0 AK = 164/0-4-1 27-3-0 AL = 88/0-4-1 27-3-0 U = 787/0-1-8 0-3-8 Max Horz AM = -62(LC 24) Max Uplift AM = -2505(LC 24) Max Uplift Z = -4073(LC 21) AA = -3307(LC 24) AC = -114(LC 24) AD = -3153(LC 25) AE = -2893(LC 24) AF = -134(LC 24) AG = -106(LC 25) AH = -2566(LC 25) AI = -2440(LC 24) AJ = -128(LC 24) AK = -83(LC 25) AL = -2549(LC 25) Max Grav AM = 2663(LC 21) Y = 1086(LC 21) Z = 3576(LC 24) AA = 4338(LC 21) AC = 246(LC 21) AD = 2961(LC 20) AE = 3350(LC 21) AF = 282(LC 21) AG = 238(LC 20) AH = 2570(LC 20) AI = 2706(LC 21) AJ = 270(LC 21) AK = 216(LC 20) AL = 2600(LC 20) U = 897(LC 20) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD AM-AN= -2637/2504 A-AN = -2638/2505 A-B = -1335/1284 B-C = -918/865 C-D = -519/464 D-E = -390/330 E-F = -1165/1054 F-G = -830/694 G-H = -786/650 H-I = -389/239 I-J = -509/366 TOP CHORD J-K = -637/493 K-L = -1476/1177 L-M = -1114/774 M-AO = -712/370 N-AO = -406/9 N-O = -2746/2119 O-P = -2386/1673 P-Q = -1980/1314 Q-R = -1544/870 R-S = -1172/467 S-T = -373/388 T-U = -91/61 1 BOT CHORD AL-AM = -498/529 AK-AL = -838/919 AJ-AK = -438/519 AI-AJ = -305/387 AH-AI = -705/787 AG-AH= -629/788 AF-AG = -246/406 AE-AF = -473/634 AD-AE = -873/1034 AC-AD= -759/1115 AB-AC = -359/715 AA-AB = 0/355 Z-AA = -246/602 Y-Z = -1705/2387 X-Y = -1305/1987 W-X = -905/1547 V-W = -465/1187 U-V = -105/787 WEBS S-V = 0/375 R-W = -124/0 Q-X = -153/0 P-Y = -636/0 O-Z = -230/9 N-AA = -4236/3328 M-AC = -223/133 L-AD = -200/120 K-AE = -3311/2913 I-AF = -240/154 H-AG = -199/126 G-AH = -228/147 E-AI = -2666/2460 D-AJ = -230/149 C-AK = -179/105 B-AL = -170/87 A-AL = -2829/2940 E-AH = -2878/3033 K-AD = -3449/3838 S-U = -1243/0 N-Z = -4162/4796 NOTES (16-17) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFOREE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R82G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378327 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:48 2010 Page 2 NOTES (16-17) 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Bearing at joint(s) U considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2505 lb uplift at joint AM, 4073 lb uplift at joint Z, 3307 lb uplift at joint AA, 114 lb uplift at joint AC, 3153 lb uplift at joint AD, 2893 lb uplift at joint AE, 134 lb uplift at joint AF, 106 lb uplift at joint AG, 2566 lb uplift at joint AH, 2440 lb uplift at joint AI, 128 lb uplift at joint AJ, 83 lb uplift at joint AK and 2549 lb uplift at joint AL. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of thiis truss. 13) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 34-6-8 for 200.0 plf. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Uplift for first LC exceeds limits 16) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 17) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-AO=-64, T-AO=-144, U-AM=-20 2) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-AO=-64, T-AO=-144, U-AM=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-AO=-36, T-AO=-116, U-AM=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1..15 Uniform Loads (plf) Vert: A-AO=-75, T-AO=-155, U-AM=-20 5) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-AO=-24, T-AO=-104, U-AM=-40 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=30, T-AO=-50, U-AM=-10 Horz: A-T=40 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Standard Vert: A-AO=16, T-AO=-64, U-AM=-10 Horz: A-T=26 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=36, T-AO=-44, U-AM=-10 Horz: A-T=46 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=22, T-AO=-58, U-AM=-10 Horz: A-T=32 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=36, T-AO=-44, U-AM=-10 Horz: A-T=46 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=10, T-AO=-70, U-AM=-10 Horz: A-T=20 12) MWFRS 4th Wind Parallel: Lumber Increasee=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=16, T-AO=-64, U-AM=-10 Horz: A-T=26 13) IBC Snow on Overhangs: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: A-AO=-24, T-AO=-104, U-AM=-20 14) Snow-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=-68, T-AO=-148, U-AM=-20 Horz: A-B=9600, B-E=9600, E-F=9600, F-G=9600, G-I=9600, I-J=9600, J-K=9600, K-M=9600, M-AO=9600, N-AO=9600, N-O=9600, O-P=9600, P-S=9600, S-T=9600 Drag: U-AM=-200 15) Snow-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=-60, T-AO=-140, U-AM=-20 Horz: A-B=-9600, B-E=-9600, E-F=-9600, F-G=-9600 , G-I=-9600, I-J=-9600, J-K=-9600, K-M=-9600, M-AO=-9600, N-AO=-9600, N-O=-9600, O-P=-9600, P-S=-9600, S-T=-9600 Drag: U-AM=200 16) Regular-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=-68, T-AO=-148, U-AM=-20 Horz: A-B=9600, B-E=9600, E-F=9600, F-G=9600, G-I=9600, I-J=9600, J-K=96000, K-M=9600, M-AO=9600, N-AO=9600, N-O=9600, O-P=9600, P-S=9600, S-T=9600 Drag: U-AM=-200 17) Regular-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=-60, T-AO=-140, U-AM=-20 Horz: A-B=-9600, B-E=-9600, E-F=-9600, F-G=-9600 , G-I=-9600, I-J=-9600, J-K=-9600, K-M=-9600, M-AO=-9600, N-AO=-9600, N-O=-9600, O-P=-9600, P-S=-9600, S-T=-9600 Drag: U-AM=200 18) Unbal.Snow-Left-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=-40, T-AO=-120, U-AM=-20 Horz: A-B=9600, B-E=9600, E-F=9600, F-G=9600, G-I=9600, I-J=9600, J-K=9600, K-M=9600, M-AO=9600, N-AO=9600, N-O=9600, O-P=9600, P-S=9600, S-T=9600 Drag: U-AM=-200 Standard 19) Unbal.Snow-Left-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=-32, T-AO=-112, U-AM=-20 Horz: A-B=-9600, B-E=-9600, E-F=-9600, F-G=-9600 , G-I=-9600, I-J=-9600, J-K=-9600, K-M=-9600, M-AO=-9600, N-AO=-9600, N-O=-9600, O-P=-9600, P-S=-9600, S-T=-9600 Drag: U-AM=200 20) Unball.Snow-Right-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=-79, T-AO=-159, U-AM=-20 Horz: A-B=9600, B-E=9600, E-F=9600, F-G=9600, G-I=9600, I-J=9600, J-K=9600, K-M=9600, M-AO=9600, N-AO=9600, N-O=9600, O-P=9600, P-S=9600, S-T=9600 Drag: U-AM=-200 21) Unbal.Snow-Right-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=-71, T-AO=-151, U-AM=-20 Horz: A-B=-9600, B-E=-9600, E-F=-9600, F-G=-9600 , G-I=-9600, I-J=-9600, J-K=-9600, K-M=-9600, M-AO=-9600, N-AO=-9600, N-O=-9600, O-P=-9600, P-S=-9600, S-T=-9600 Drag: U-AM=200 22) MWFRS Wind Left-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=12, T-AO=-68, U-AM=-10 Horz: A-B=9626, B-E=9626, E-F=9626, F-G=9626, G-I=9626, I-J=9626, J-K=9626, K-M=9626, M-AO=9626, N-AO=9626, N-O=9626, O-P=9626, P-S=9626, S-T=9626 Drag: U-AM=-200 23) MWFRS Wind Left-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=20, T-AO=-60, UU-AM=-10 Horz: A-B=-9574, B-E=-9574, E-F=-9574, F-G=-9574 , G-I=-9574, I-J=-9574, J-K=-9574, K-M=-9574, M-AO=-9574, N-AO=-9574, N-O=-9574, O-P=-9574, P-S=-9574, S-T=-9574 Drag: U-AM=200 24) MWFRS Wind Right-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=32, T-AO=-48, U-AM=-10 Horz: A-B=9646, B-E=9646, E-F=9646, F-G=9646, G-I=9646, I-J=9646, J-K=9646, K-M=9646, M-AO=9646, N-AO=9646, N-O=9646, O-P=9646, P-S=9646, S-T=9646 Drag: U-AM=-200 25) MWFRS Wind Right-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=40, T-AO=-40, U-AM=-10 Horz: A-B=-9554, B-E=-9554, E-F=-9554, F-G=-9554 , G-I=-9554, I-J=-9554, J-K=-9554, K-M=-9554, M-AO=-9554, N-AO=-9554, N-O=-9554, O-P=-9554, P-S=-9554, S-T=-9554 Drag: U-AM=200 26) MWFRS 1st Wind Parallel-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=18, T-AO=-62, U-AM=-10 Horz: A-B=9632, B-E=9632, E-F=9632, F-G=9632, G-I=9632, I-J=9632, J-K=9632, K-M=9632, M-AOO=9632, N-AO=9632, N-O=9632, O-P=9632, P-S=9632, S-T=9632 Drag: U-AM=-200 27) MWFRS 1st Wind Parallel-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Continued on page 3 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R82G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378327 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:48 2010 Page 3 LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-AO=26, T-AO=-54, U-AM=-10 Horz: A-B=-9568, B-E=-9568, E-F=-9568, F-G=-9568, G-I=-9568, I-J=-9568, J-K=-9568, K-M=-9568, M-AO=-9568, N-AO=-9568, N-O=-9568, O-P=-9568, P-S=-9568, S-T=-9568 Drag: U-AM=200 28) MWFRS 2nd Wind Parallel-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=32, T-AO=-48, U-AM=-10 Horz: A-B=9646, B-E=9646, E-F=9646, F-G=9646, G-I=9646, I-J=9646, J-K=9646, K-M=9646, M-AO=9646 , N-AO=9646, N-O=9646, O-P=9646, P-S=9646, S-T=9646 Drag: U-AM=-200 29) MWFRS 2nd Wind Parallel-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=40, T-AO=-40, U-AM=-10 Horz: A-B=-9554, B-E=-9554, E-F=-9554, F-G=-9554, G-I=-9554, I-J=-9554, J-K=-9554, K-M=-95554, M-AO=-9554, N-AO=-9554, N-O=-9554, O-P=-9554, P-S=-9554, S-T=-9554 Drag: U-AM=200 30) MWFRS 3rd Wind Parallel-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=6, T-AO=-74, U-AM=-10 Horz: A-B=9620, B-E=9620, E-F=9620, F-G=9621, G-I=9620, I-J=9620, J-K=9621, K-M=9620, M-AO=9620 , N-AO=9620, N-O=9620, O-P=9620, P-S=9620, S-T=9620 Drag: U-AM=-200 31) MWFRS 3rd Wind Parallel-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=14, T-AO=-66, U-AM=-10 Horz: A-B=-9580, B-E=-9580, E-F=-9580, F-G=-9580, G-I=-9580, I-J=-9580, J-K=-9580, K-M=-9580, M-AO=-9580, N-AO=-9580, N-O=-9580, O-P=-9580, P-S=-9580, S-T=-9580 Drag: U-AM=200 32) MWFRS 4th Wind Parallel-Drag LC#1 Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=12, T-AO=-68, U-AM=-10 Horz: A-B=9626, B-E=9626, E-F=9626, F-G=9626, G-I=9626, I-J=9626, J-K=9626, K-M=9626, M-AO=9626 , N-AO=9626, N-O=9626, O-P=9626, P-S=9626, S-T=9626 Drag: U-AM=-200 33) MWFRS 4thh Wind Parallel-Drag LC#1 Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-AO=20, T-AO=-60, U-AM=-10 Horz: A-B=-9574, B-E=-9574, E-F=-9574, F-G=-9574, G-I=-9574, I-J=-9574, J-K=-9574, K-M=-9574, M-AO=-9574, N-AO=-9574, N-O=-9574, O-P=-9574, P-S=-9574, S-T=-9574 Drag: U-AM=200 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quuality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R83 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378328 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:49 2010 Page 1 Scale: 3/8"=1' W6 T2 W1 B1 W5 W4 W3 W2 T1 B2 A B C D E I H G F J K L M N 3x7 2x6 3x6 2x6 4x5 3x5 3x4 3x4 3x4 9-6-4 9-6-4 19-0-8 9-6-4 6-4-3 6-4-3 12-8-5 6-4-3 19-0-8 6-4-3 2-10-6 3-3-2 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.77 1.00 0.35 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.47 -0.71 0.04 (loc) F-G F-GF l/defl >475 >317 n/a L/d 240 180 n/a PLATES MT20 Weight: 95 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-4-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-6-4 oc bracing. WEBS 1 Roww at midpt B-I, D-F REACTIONS (lb/size) I = 787/0-1-8 0-5-8 F = 787/0-1-8 0-3-8 Max Horz I = 18(LC 7) Max Uplift I = -241(LC 7) F = -247(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-I = -318/98 A-J = -102/11 B-J = -101/11 B-K = -1362/355 C-K = -1357/356 C-D = -1354/356 D-L = -86/4 E-L = -85/4 E-F = -316/97 BOT CHORD I-M = -441/1266 H-M = -441/1266 G-H = -441/1266 G-N = -416/1208 F-N = -416/1208 WEBS B-I = -1317/453 B-G = 0/319 D-G = 0/383 D-F = -1275/450 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 241 lb uplift at joint I and 247 lb uplift at joint F. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of pprofessional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R84 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378329 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:49 2010 Page 1 Scale = 1:60.6 W1 T1 W11 B1 W2 W3 W4 W5 W6 W7 W8 W9 W10 T3 T2 B2 B3 A B C D E F G H I Q P O N M L K J R S T U V W X Y Z AA AB AC 5x7 5x8 3x8 2x6 2x4 3x7 3x4 3x4 3x4 3x4 3x6 1.5x4 3x10 3x4 1.5x4 3x12 MT20H 3x10 MT20H 4x8 9-0-7 9-0-7 18-0-13 9-0-7 27-1-4 9-0-7 31-6-14 4-5-10 36-0-8 4-5-10 6-9-5 6-9-5 13-6-10 6-9-5 20-3-15 6-9-5 27-1-4 6-9-5 31-6-14 4-5-10 36-0-8 4-5-10 4-1-0 1-2-0 3-4-0 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.93 0.96 0.84 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.41 -0.64 0.07 (loc) N-P N-PJ l/defl >783 >505 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 187 lb GRIP 2244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP SS *Except* T1: 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 3-8-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-9-10 oc bracing. WEBS 1 Row at midpt B-Q, E-L REACTIONS (lb/size) J = 314/0-1-8 0-3-8 L = 2776/0-3-9 (input: 0-3-8) S = 1007/0-1-8 0-5-4 Max Horz S = -34(LC 8) Max Uplift S = -334(LC 8) Max Grav J = 498(LC 37) L = 3010(LC 4) S = 1139(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD Q-R = -236/939 A-R = -236/939 A-T = -167/52 B-T = -173/51 B-C = -1854/529 C-D = -1859/528 D-U = -1744/522 E-U = -1750/521 E-V = 0/999 F-V = 0/990 F-G = 0/990 G-W = 0/999 H-W = 0/986 H-X = -46/0 I-X = -52/0 I-J = -453/0 BOT CHORD Q-Y = -477/1621 BOT CHORD P-Y = -477/1621 O-P = -680/2105 O-Z = -680/2105 N-Z = -680/2105 M-N = -473/1435 M-AA = -473/1435 L-AA = -473/1435 L-AB = 0/46 K-AB = 0/46 K-AC = 0/46 J-AC = 0/46 WEBS B-Q = -1689/531 B-P = -49/479 D-P = -319/224 D-N = -458/223 E-N = -55/556 E-L = -2708/288 G-L = -936/0 H-L = -1236/0 H-K = -15/297 A-S = -1157/341 R-S = -34/204 NOTES (14-15) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf botttom chord live load nonconcurrent with any other live loads. 7) WARNING: Required bearing size at joint(s) L greater than input bearing size. 8) Bearing at joint(s) S considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 334 lb uplift at joint S. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14 , 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26, 27, 28, 29, 30, 31, 32, 33, 34, 35, 36, 37 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrennt with any other live loads. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-V=-64, I-V=-144, J-Q=-20 2) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-V=-64, I-V=-144, J-Q=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-V=-36, I-V=-116, J-Q=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-V=-75, I-V=-155, J-Q=-20 5) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R84 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378329 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:49 2010 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-40 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=30, I-V=-50, J-Q=-10 Horz: A-I=40 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=16, I-V=-64, J-Q=-10 Horz: A-I=26 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=36, I-V=-44, J-Q=-10 Horz: A-I=46 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=22, I-V=-58, J-Q=-10 Horz: A-I=32 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=36, I-V=-44, J-Q=-10 Horz: A-I=46 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 3 Uniform Loads (plf) Vert: A-V=10, I-V=-70, J-Q=-10 Horz: A-I=20 12) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-V=16, I-V=-64, J-Q=-10 Horz: A-I=26 13) IBC Snow on Overhangs: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 14) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: A=-250 15) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: T=-250 16) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: C=-250 17) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: U=-250 18) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Unifform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: F=-250 19) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: W=-250 Standard 20) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: X=-250 21) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: I=-250 22) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: B=-250 23) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: D=-250 24) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: E=-250 25) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: G=-250 26) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: H=-250 27) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: Y=-250 28) 15th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: Z=-250 29) 16th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: AA=-250 30) 17th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: AB=-250 31) 18th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert:: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: AC=-250 32) 19th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Standard Concentrated Loads (lb) Vert: Q=-250 33) 20th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: P=-250 34) 21st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: N=-250 35) 22nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: L=-250 36) 23rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: K=-250 37) 24th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-V=-24, I-V=-104, J-Q=-20 Concentrated Loads (lb) Vert: J=-250 WARNING - Veriffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'OOnofrio Drive, Madison, WI 53719. Job 14290R Truss R84G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378330 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:51 2010 Page 1 Scale = 1:60.3 W1 T1 W7 B1 ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8 ST9 ST10 ST11 ST12 ST13 ST14 ST15 ST16 ST17 T1 T2 B1 B1 W2 W3 W4 W5 W6 B2 A B C D E F G H I J K L M N O P Q R S T AN AM AL AK AJ AIAH AG AF AE AD AC AB AA Z Y X W V U AO 2x4 5x8 2x4 3x6 3x7 4x7 5x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 7x8 1.5x4 3x7 6x6 1.5x4 1.5x4 7x6 1.5x4 3x7 6x6 6x6 1.5x4 1.5x4 1.5x4 7x6 6x6 3x7 6x6 1.5x4 1.5x4 1.5x4 1.5x4 7x6 1.5x4 4x8 3x7 5x6 3x7 36-0-8 36-0-8 36-0-8 36-0-8 4-1-0 3-4-0 0.25 12 204 Plate Offsets (X,Y): [M:0-2-4,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.67 0.52 0.88 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 00.02 (loc) - - U l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 227 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 *Except* BL1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 5-10-13 oc bracing: AG-AI 5-4-11 oc bracing: AC-AD 5-9-10 oc bracing: V-W 4-10-10 oc bracing: U-V. REACTIONS (lb/size) AN = 56/0-4-2 36-0-8 U = 61/0-4-2 36-0-8 V = 180/0-4-2 36-0-8 W = 166/0-4-2 36-0-8 X = 168/0-4-2 36-0-8 Y = 168/0-4-2 36-0-8 Z = 165/0-4-2 36-0-8 AA = 171/0-4-2 36-0-8 AB = 168/0-4-2 36-0-8 AC = 167/0-4-2 36-0-8 AD = 169/0-4-2 36-0-8 AE = 167/0-4-2 36-0-8 AF = 170/0-4-2 36-0-8 AG = 169/0-4-2 36-0-8 AI = 165/0-4-2 36-0-8 AJ = 169/0-4-2 36-0-8 AK = 167/0-4-2 36-0-8 AL = 173/0-4-2 36-0-8 AM = 154/0-4-2 36-0-8 Max Horz AN = -63(LC 24) Max Uplift AN = -180(LC 24) Max Uplift U = -2322(LC 25) V = -2313(LC 24) W = -99(LC 24) X = -67(LC 25) Y = -74(LC 25) Z = -2476(LC 25) AA = -2442(LC 24) AB = -93(LC 24) AC = -2484(LC 25) AD = -2426(LC 24) AE = -127(LC 24) AF = -106(LC 25) AG = -2481((LC 25) AI = -2450(LC 24) AJ = -135(LC 24) AK = -115(LC 25) AL = -2321(LC 25) AM = -2199(LC 24) Max Grav AN = 222(LC 21) U = 2380(LC 20) V = 2454(LC 21) W = 235(LC 21) X = 205(LC 20) Y = 212(LC 20) Z = 2620(LC 20) AA = 2574(LC 21) AB = 231(LC 21) AC = 2631(LC 20) AD = 2555(LC 21) AE = 264(LC 21) AF = 245(LC 20) AG = 2633(LC 20) AI = 2573(LC 21) AJ = 273(LC 21) AK = 252(LC 20) AL = 2482(LLC 20) AM = 2307(LC 21) Max Grav AN = 222(LC 21) U = 2380(LC 20) V = 2454(LC 21) W = 235(LC 21) X = 205(LC 20) Y = 212(LC 20) Z = 2620(LC 20) AA = 2574(LC 21) AB = 231(LC 21) AC = 2631(LC 20) AD = 2555(LC 21) AE = 264(LC 21) AF = 245(LC 20) AG = 2633(LC 20) AI = 2573(LC 21) AJ = 273(LC 21) AK = 252(LC 20) AL = 2482(LC 20) AM = 2307(LC 21) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD AN-AO = -179/153 A-AO = -177/151 A-B = -286/283 B-C = -994/1004 C-D = -592/600 D-E = -204/210 E-F = -609/611 F-G = -799/809 G-H = -405/412 H-I = -400/404 I-J = -803/805 J-K = -651/659 K-L = -250/256 L-M = -491/493 M-N = -548/550 N-O = -971/978 O-P = -569/574 P-Q = -231/231 Q-R = -629/629 R-S = -1032/1029 S-T = -356/357 T-U = -71/41 BOT CHORD AM-AN= -280/314 AL-AM = -680/714 AK-AL = -593/616 AJ-AK = -207/230 AI-AJ = -607/630 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibilitty of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R84G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378330 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:51 2010 Page 2 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD AN-AO = -179/153 A-AO = -177/151 A-B = -286/283 B-C = -994/1004 C-D = -592/600 D-E = -204/210 E-F = -609/611 F-G = -799/809 G-H = -405/412 H-I = -400/404 I-J = -803/805 J-K = -651/659 K-L = -250/256 L-M = -491/493 M-N = -548/550 N-O = -971/978 O-P = -569/574 P-Q = -231/231 Q-R = -629/629 R-S = -1032/1029 S-T = -356/357 T-U = -71/41 BOT CHORD AH-AI = -647/670 AG-AH = -1007/1030 AF-AG = -401/414 AE-AF = -405/419 AD-AE = -805/819 AC-AD = -1205/1219 AB-AC = -255/263 AA-AB = -550/558 Z-AA = -950/958 Y-Z = -571/575 X-Y = -230/234 W-X = -630/634 V-W = -1030/994 U-V = -1401/1405 WEBS S-V = -2387/2310 R-W = -202/124 Q-X = -166/88 P-Y = -172/94 O-Z = -217/139 N-AA = -2534/2462 L-AB = -191/113 K-AC = -194/117 J-AD = -2515/2446 I-AE = -224/147 H-AF = -205/126 G-AG = -227/150 F-AI = -2533/2470 E-AJ = -232/155 D-AK = -211/133 C-AL = -250/171 B-AM = -2307/2255 B-AL = -2730/2707 F-AG = -2900/2885 J-AC = -2892/2881 S-U = -2699/2694 N-Z = -2936/2929 NOTES (14-15) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires contiinuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 180 lb uplift at joint AN, 2322 lb uplift at joint U, 2313 lb uplift at joint V, 99 lb uplift at joint W, 67 lb uplift at joint X, 74 lb uplift at joint Y, 2476 lb uplift at joint Z, 2442 lb uplift at joint AA, 93 lb uplift at joint AB, 2484 lb uplift at joint AC, 2426 lb uplift at joint AD, 127 lb uplift at joint AE, 106 lb uplift at joint AF, 2481 lb uplift at joint AG, 2450 lb uplift at joint AI, 135 lb uplift at joint AJ, 115 lb uplift at joint AK, 2321 lb uplift at joint AL and 2199 lb uplift at joint AM. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSII/TPI 1. 12) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 36-0-8 for 200.0 plf. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of inddividual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R86 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378331 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:52 2010 Page 1 Scale = 1:59.9 W1 T1 T3 W8 B1 W2 W3 W4 W5 W6 W7 W8 W8 T2 B2 B1 A B C D E F G H I Q P O N M L K J R S T U V W X Y Z AA AB AC AD AE 5x7 5x8 3x6 3x6 2x6 3x6 2x6 3x4 3x4 3x4 3x4 3x4 3x4 1.5x4 1.5x4 3x6 1.5x4 4x6 8-9-1 8-9-1 17-6-3 8-9-1 26-3-4 8-9-1 34-4-12 8-1-8 6-6-13 6-6-13 13-1-10 6-6-13 19-8-7 6-6-13 23-3-12 3-7-5 26-3-4 2-11-8 30-4-0 4-0-12 34-4-12 4-0-12 4-1-0 1-2-0 3-7-3 3-7-3 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.83 0.99 0.57 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.38 -0.61 0.08 (loc) N-P N-PJ l/defl >815 >514 n/a L/d 240 180 n/a PLATES MT20 Weight: 175 lb GRIP 244/190 0 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-Q, E-L REACTIONS (lb/size) J = 290/0-1-8 0-5-8 L = 1488/0-1-15 0-3-8 S = 1048/0-1-8 0-5-4 Max Horz S = -22(LC 8) Max Uplift J = -93(LC 8) L = -455(LC 8) S = -328(LC 8) Max Grav J = 400(LC 41) L = 1620(LC 4) S = 1162(LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD Q-R = -235/971 A-R = -235/971 A-T = -167/47 B-T = -172/46 B-U = -1894/501 C-U = -1899/501 C-D = -1962/522 D-V = -1963/521 E-V = -1968/521 E-W = -722/19 F-W = -74/18 F-X = -73/18 G-X = -73/18 G-Y = -73/18 H-Y = -73/18 TOP CHORD H-Z = -73/18 I-Z = -73/18 I-J = -327/88 BOT CHORD Q-AA = -465/1625 P-AA = -465/1625 O-P = -648/2230 O-AB = -648/2230 N-AB = -648/2230 N-AC = -509/1717 M-AC = -509/1717 L-M = -509/1717 L-AD = -18/73 K-AD = -18/73 K-AE = -18/73 J-AE = -18/73 WEBS B-Q = -1711/514 B-P = -45/538 C-P = -433/205 C-N = -343/170 E-N = -11/483 E-L = -1900/552 G-L = -525/241 H-K = -136/114 A-S = -1179/334 R-S = -44/205 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) S considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint J , 455 lb uplift at joint L and 328 lb uplift at joint S. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NNOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 88850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R87 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378332 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:53 2010 Page 1 Scale = 1:59.9 W1 T1 T3 W8 B1 W2 W3 W4 W5 W6 W7 W8 W8 T2 B2 B1 A B C D E F G H I Q P O N M L K J R S T U V W X Y Z AA AB AC AD AE 5x7 5x8 3x6 3x6 2x6 3x6 2x6 3x4 3x4 3x4 3x4 3x4 3x4 1.5x4 1.5x4 1.5x4 3x6 4x6 8-9-1 8-9-1 17-6-3 8-9-1 26-3-4 8-9-1 34-4-12 8-1-8 6-6-13 6-6-13 13-1-10 6-6-13 19-8-7 6-6-13 21-3-12 1-7-5 26-3-4 4-11-8 30-4-0 4-0-12 34-4-12 4-0-12 4-1-0 1-2-0 3-7-11 3-7-11 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.83 0.99 0.55 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.38 -0.61 0.08 (loc) N-P N-PJ l/defl >815 >514 n/a L/d 240 180 n/a PLATES MT20 Weight: 175 lb GRIP 244/1990 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-Q, E-L REACTIONS (lb/size) J = 292/0-1-8 0-5-8 L = 1485/0-1-15 0-3-8 S = 1049/0-1-8 0-5-4 Max Horz S = -20(LC 8) Max Uplift J = -94(LC 8) L = -453(LC 8) S = -328(LC 8) Max Grav J = 401(LC 41) L = 1618(LC 4) S = 1152(LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD Q-R = -235/961 A-R = -235/961 A-T = -166/46 B-T = -171/46 B-U = -1872/501 C-U = -1872/501 C-D = -1877/500 D-V = -1943/522 E-V = -1948/522 E-W = -711/18 F-W = -71/17 F-X = -72/18 G-X = -72/18 G-Y = -72/18 H-Y = -72/18 TOP CHORD H-Z = -72/18 I-Z = -72/18 I-J = -328/88 BOT CHORD Q-AA = -466/1608 P-AA = -466/1608 O-P = -650/2200 O-AB = -650/2200 N-AB = -650/2200 N-AC = -511/1708 M-AC = -511/1708 L-M = -511/1708 L-AD = -18/72 K-AD = -18/72 K-AE = -18/72 J-AE = -18/72 WEBS B-Q = -1692/514 B-P = -45/538 D-P = -426/206 D-N = -375/171 E-N = -11/482 E-L = -1856/554 G-L = -534/238 H-K = -135/114 A-S = -1170/334 R-S = -46/204 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) S considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint J , 453 lb uplift at joint L and 328 lb uplift at joint S. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NNOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 88850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R88 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378333 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:54 2010 Page 1 Scale = 1:59.9 W1 T1 T3 W8 B1 W2 W3 W4 W5 W6 W7 W8 W8 T2 B2 B1 A B C D E F G H P O N M L K J I Q R S T U V W X Y Z AA AB 5x7 5x8 3x7 5x5 2x6 3x6 2x6 3x4 3x4 3x4 3x4 3x4 1.5x4 1.5x4 1.5x4 3x6 4x6 8-9-1 8-9-1 17-6-3 8-9-1 26-3-4 8-9-1 34-4-12 8-1-8 6-5-4 6-5-4 12-10-8 6-5-4 19-3-12 6-5-4 26-3-4 6-11-8 34-4-12 8-1-8 4-1-0 1-2-0 3-8-3 3-8-3 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.83 0.98 0.60 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.38 -0.61 0.08 (loc) M-O M-OI l/defl >814 >513 n/a L/d 240 180 n/a PLATES MT20 Weight: 175 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 3-2-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-P, E-K REACTIONS (lb/size) I = 286/0-1-8 0-5-8 K = 1493/0-1-15 0-3-8 R = 1047/0-1-8 0-5-4 Max Horz R = -18(LC 8) Max Uplift I = -90(LC 8) K = -458(LC 8) R = -327(LC 8) Max Grav I = 399(LC 39) K = 1627(LC 4) R = 1141(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD P-Q = -235/957 A-Q = -235/957 A-S = -163/45 B-S = -168/45 B-C = -1861/497 C-D = -1866/496 D-T = -1924/511 E-T = -1929/510 E-U = -69/16 F-U = -69/16 F-V = -69/16 G-V = -69/16 G-W = -69/16 H-W = --69/16 H-I = -327/88 TOP CHORD P-Q = -235/957 A-Q = -235/957 A-S = -163/45 B-S = -168/45 B-C = -1861/497 C-D = -1866/496 D-T = -1924/511 E-T = -1929/510 E-U = -69/16 F-U = -69/16 F-V = -69/16 G-V = -69/16 G-W = -69/16 H-W = -69/16 H-I = -327/88 BOT CHORD P-X = -457/1568 O-X = -457/1568 N-O = -648/2192 N-Y = -648/2192 M-Y = -648/2192 M-Z = -502/1733 L-Z = -502/1733 K-L = -502/1733 K-AA = -16/69 J-AA = -16/69 J-AB = -16/69 I-AB = -16/69 WEBS B-P = -1659/505 B-O = -56/553 D-O = -436/211 D-M = -408/177 E-M = -11/466 E-K = -1867/540 F-K = -583/263 G-J = -133/116 A-R = -1157/332 Q-R = -47/200 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ctt= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) R considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 90 lb uplift at joint I, 458 lb uplift at joint K and 327 lb uplift at joint R. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storagee, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R89 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378334 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:54 2010 Page 1 Scale = 1:45.8 W1 T1 T3 W8 B1 W2 W3 W4 W5 W6 W7 BL1 T2 B2 A B C D E F G L K J I H M N O P Q R S T U 5x7 5x8 3x7 3x6 2x6 3x6 3x5 3x4 3x4 3x4 3x4 3x4 4x6 8-9-11 8-9-11 17-7-5 8-9-11 26-5-0 8-9-11 6-7-4 6-7-4 13-2-8 6-7-4 16-11-12 3-9-4 19-9-12 2-10-0 26-5-0 6-7-4 4-1-0 1-2-0 3-8-13 3-8-12 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.84 0.88 0.57 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.39 -0.61 0.08 (loc) I-K H-I H l/defl >808 >514 n/a L/d 240 180 n/a PLATES MT20 Weight: 142 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BBRACING TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-10-9 oc bracing. WEBS 1 Row at midpt B-L, F-H REACTIONS (lb/size) H = 1094/0-1-8 0-3-8 N = 1062/0-1-8 0-5-4 Max Horz N = -16(LC 8) Max Uplift H = -337(LC 8) N = -330(LC 8) Max Grav H = 1177(LC 4) N = 1143(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD L-M = -236/957 A-M = -236/957 A-O = -165/46 B-O = -170/45 B-C = -1882/508 C-D = -1887/507 D-P = -1986/534 E-P = -1991/533 E-Q = -1990/532 F-Q = -1990/532 F-R = -64/6 G-R = -64/6 G-H = -315/97 BOT CHORD L-S = -475/1608 K-S = -475/1608 K-T = -665/2235 J-T = -665/2235 I-J = -665/2235 I-U = -525/1747 H-U = -525/1747 BOT CHORD L-S = -475/1608 K-S = -475/1608 K-T = -665/2235 J-T = -665/2235 I-J = -665/2235 I-U = -525/1747 H-U = -525/1747 WEBS B-L = -1690/519 B-K = -48/552 D-K = -452/212 D-I = -426/170 F-I = -13/537 F-H = -1932/588 A-N = -1160/336 M-N = -51/202 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) N considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (bby others) of truss to bearing plate capable of withstanding 337 lb uplift at joint H and 330 lb uplift at joint N. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based onnly upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R90 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378335 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:55 2010 Page 1 Scale = 1:45.8 W1 T1 T2 W7 B1 W2 W3 W4 W5 W6 W7 W8 B2 BL1A B C D E K J I H G F L M N O P Q R S T U 4x7 5x8 4x7 2x4 3x10 MT20H 3x4 3x4 1.5x4 1.5x4 4x9 4x5 4x6 7-5-14 7-5-14 14-11-12 7-5-14 20-10-2 5-10-6 26-5-0 5-6-14 7-5-14 7-5-14 14-11-12 7-5-14 20-10-2 5-10-6 26-5-0 5-6-14 4-1-0 1-2-0 3-9-5 3-9-4 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.93 0.96 0.67 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.26 -0.47 0.08 (loc) H-J H-J F l/defl >999 >671 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 150 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-K, C-J REACTIONS (lb/size) F = 1094/0-1-8 0-3-8 M = 1062/0-1-8 0-5-4 Max Horz M = -14(LC 8) Max Uplift F = -337(LC 8) M = -330(LC 8) Max Grav F = 1177(LC 4) M = 1143(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD K-L = -227/940 A-L = -227/940 A-N = -168/51 B-N = -174/50 B-O = -1819/522 C-O = -1825/521 C-P = -1526/439 D-P = -1526/439 D-Q = -1526/439 E-Q = -1526/439 E-F = -1124/358 BOT CHORD K-R = -518/1820 J-R = -518/1820 I-J = -627/2220 I-S = -627/2220 H-S = -627/2220 H-T = -627/2220 G-T = -627/2220 G-U = -7/35 F-U = -7/35 BOT CHORD K-R = -518/1820 J-R = -518/1820 I-J = -627/2220 I-S = -627/2220 H-S = -627/2220 HH-T = -627/2220 G-T = -627/2220 G-U = -7/35 F-U = -7/35 WEBS B-K = -1868/542 B-J = 0/449 C-J = -514/120 C-H = 0/382 C-G = -833/219 D-G = -473/227 E-G = -513/1782 A-M = -1161/337 L-M = -56/209 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) M considers parallel to grain value using ANSI/TPI 1 angle to grain formulaa. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 337 lb uplift at joint F and 330 lb uplift at joint M. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R91 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378336 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:56 2010 Page 1 Scale = 1:45.8 W1 T1 T2 W7 B1 W2 W3 W4 W5 W6 W7 W8 B2 BL1A B C D E K J I H G F L M N O P Q R S T U 4x7 5x8 2x6 3x6 3x4 3x4 4x7 1.5x4 1.5x4 4x9 4x6 4x6 6-5-14 6-5-14 12-11-12 6-5-14 19-10-2 6-10-6 26-5-0 6-6-14 6-5-14 6-5-14 12-11-12 6-5-14 19-10-2 6-10-6 26-5-0 6-6-14 4-1-0 1-2-0 3-9-13 3-9-12 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.82 0.89 0.69 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.21 -0.39 0.07 (loc) G-H G-HF l/defl >999 >812 n/a L/d 240 180 n/a PLATES MT20 Weight: 150 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP NNo.1 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-10-14 oc bracing. WEBS 1 Row at midpt B-K REACTIONS (lb/size) F = 1094/0-1-8 0-3-8 M = 1062/0-1-8 0-5-4 Max Horz M = -12(LC 8) Max Uplift F = -338(LC 8) M = -330(LC 8) Max Grav F = 1177(LC 4) M = 1143(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD K-L = -241/969 A-L = -241/969 A-N = -157/47 B-N = -162/46 B-O = -1618/464 C-O = -1623/464 C-P = -1727/497 D-P = -1727/497 D-Q = -1727/497 E-Q = -1727/497 E-F = -1117/362 BOT CHORD K-R = -461/1618 J-R = -461/1618 J-S = -630/2229 I-S = -630/2229 H-I = -630/2229 H-T = -630/2229 G-T = -630/2229 G-U = -10/45 F-U = -10/45 BOT CHORD K-R = -461/1618 J-R = -461/1618 J-S = -630/2229 I-S = -630/2229 H-I = -630/2229 H-T = -630/2229 G-T = -630/2229 G-U = -10/45 F-U = -10/45 WEBS B-K = -1721/499 B-J = -21/500 C-J = -726/192 C-H = 0/381 C-G = -623/150 D-G = -563/274 E-G = -555/1930 A-M = -1159/336 L-M = -52/198 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearingg surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 338 lb uplift at joint F and 330 lb uplift at joint M. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only wwith MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R92 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378337 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:57 2010 Page 1 Scale = 1:59.9 W1 T1 T2 W7 B1 W2 W3 W4 W5 W6 W7 W8 W7 W9 T3 B2 B3 A B C D E F G O N M L K J I H P Q R S T U V W X Y Z AA 4x7 5x8 4x7 3x6 2x6 3x10 MT20H 3x6 3x5 3x5 1.5x4 1.5x4 3x9 1.5x4 4x8 3x10 MT20H 4x6 5-5-14 5-5-14 10-11-12 5-5-14 18-11-3 7-11-7 26-8-13 7-9-11 34-4-12 7-7-15 5-5-14 5-5-14 10-11-12 5-5-14 18-11-3 7-11-7 26-8-13 7-9-11 34-4-12 7-7-15 4-1-0 1-2-0 3-10-5 3-10-4 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.97 0.89 0.82 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.31 -0.72 0.15 (loc) K-L K-LH l/defl >999 >569 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 191 lb GRIP 244/190 1187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T2: 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.1 *Except* B1: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-7-4 oc bracing. WEBS 1 Row at midpt B-O, C-N 2 Rows at 1/3 pts F-H REACTIONS (lb/size) H = 1429/0-1-13 0-5-8 Q = 1397/0-1-8 0-5-4 Max Horz Q = -10(LC 8) Max Uplift H = -442(LC 8) Q = -433(LC 8) Max Grav H = 1557(LC 4) Q = 1522(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD O-P = -359/1373 A-P = -359/1373 A-R = -192/56 B-R = -196/56 B-S = -1935/549 C-S = -1939/549 C-T = -3812/1082 D-T = -3812/1082 D-U = -3812/1082 E-U = -3812/1082 E-F = -3812/1082 F-V = -58/16 G-V = -58/16 G-H = -331/118 BOT CHORD O-W = -546/1935 BBOT CHORD N-W = -546/1935 N-X = -917/3274 M-X = -917/3274 L-M = -917/3274 L-Y = -917/3274 K-Y = -917/3274 J-K = -760/2684 J-Z = -760/2684 I-Z = -760/2684 I-AA = -760/2684 H-AA = -760/2684 WEBS B-O = -2182/624 B-N = -185/952 C-N = -1597/443 C-L = 0/389 C-K = -181/765 D-K = -617/301 F-K = -354/1241 F-I = 0/409 F-H = -2911/824 A-Q = -1541/440 P-Q = -64/245 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 pssf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 442 lb uplift at joint H and 433 lb uplift at joint Q. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering respoonsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R93 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378338 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:57 2010 Page 1 Scale = 1:59.9 W1 T1 T2 W9 B1 W2 W3 W4 W5 W6 W7 W7 W6 W8 T3 B2 B3 A B C D E F G H O N M L K J I P Q R S T U V W X Y Z AA 5x7 5x8 4x6 3x7 2x6 3x10 MT20H 3x6 4x5 4x9 3x4 3x4 3x4 3x4 3x5 3x10 MT20H 4x6 8-11-12 8-11-12 17-5-7 8-5-11 25-11-1 8-5-11 34-4-12 8-5-11 4-5-14 4-5-14 8-11-12 4-5-14 15-4-0 6-4-4 21-8-4 6-4-4 28-0-8 6-4-4 34-4-12 6-4-4 4-1-0 1-2-0 3-10-13 3-10-12 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.93 0.99 1.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.39 -0.76 0.14 (loc) L-N L-NI l/defl >999 >537 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 187 lb GRIP 244/190 187/143 LUMBEER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.1 *Except* B1: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 2-5-6 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 7-10-12 oc bracing: I-J. WEBS 1 Row at midpt D-N, G-I REACTIONS (lb/size) I = 1429/0-1-13 0-5-8 Q = 1397/0-1-8 0-5-4 Max Horz Q = -8(LC 8) Max Uplift I = -442(LC 8) Q = -433(LC 8) Max Grav I = 1557(LC 4) Q = 1522(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD O-P = -375/1405 A-P = -375/1405 A-R = -187/46 B-R = -190/46 B-S = -2826/777 C-S = -2829/776 C-T = -2842/782 D-T = -2842/782 D-U = -3677/1014 E-U = -3677/1014 E-F = -3677/1014 F-V = -2724/739 G-V = -2724/739 G-W = -59/7 H-W = -59/7 H-I = -317/96 BOT CHORD O-X = -469/1580 BOT CHORD N-X = -469/1580 M-N = -1066/3688 M-Y = -1066/3688 L-Y = -1066/3688 L-Z = -1006/3458 K-Z = -1006/3458 J-K = -1006/3458 J-AA = -661/2253 I-AA = -661/2253 WEBS B-O = -1923/593 B-N = -401/1636 C-N = -418/196 D-N = -1079/325 D-L = -79/197 F-L = -10/378 F-J = -964/350 G-J = -155/930 G-I = -2560/757 A-Q = -1540/439 P-Q = -62/236 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 ppsf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 442 lb uplift at joint I and 433 lb uplift at joint Q. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering respponsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R94 Truss Type SPECIAL Qty 1 Ply 3 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378339 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:59 2010 Page 1 Scale = 1:72.2 W8 T1 T2 T3 W11 B1 W2 W6 W7 W9 W10 W11 W12 W11 W12 W11 W12 W11 W10 T4 B2 B3 W5 W1 W4 W3 A B C D E F G H I J K L W V U T S R Q P O N M X Y Z AA AB AC AD AE AF 5x4 AG AH AI AJ AK AL AM 2x4 2x4 5x8 3x6 4x5 2x4 8x9 4x8 5x8 5x12 4x4 3x8 2x4 1.5x4 4x8 2x4 3x8 1.5x4 4x8 4x8 4x10 5x12 4-10-2 4-10-2 5-4-6 0-6-4 8-9-9 3-5-3 12-2-12 3-5-3 17-8-9 5-5-13 23-2-6 5-5-13 28-8-2 5-5-13 34-1-15 5-5-13 39-7-12 5-5-13 4-10-2 4-10-2 5-4-6 0-6-4 8-9-9 3-5-3 12-2-12 3-5-3 17-8-9 5-5-13 23-2-6 5-5-13 28-8-2 5-5-13 34-1-15 5-5-13 39-7-12 5-5-13 2-0-03-11-5 4-0-15 4-1-0 3-11-5 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.58 0.99 0.64 DDEFL Vert(LL) Vert(TL) Horz(TL) in 0.25 -0.58 0.10 (loc) R-T R-TM l/defl >999 >815 n/a L/d 240 180 n/a PLATES MT20 Weight: 800 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W2,W1: 2 X 4 SYP No.2 W6: 2 X 8 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) W = 5626/0-2-3 0-5-8 M = 2280/0-1-8 0-5-8 Max Horz W = 103(LC 9) Max Uplift W = -1665(LC 9) M = -708(LC 9) Max Grav W = 5626(LC 1) M = 2408(LC 16) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-W = -302/54 A-X = -204/56 B-X = -204/56 B-Y = -16971/5108 C-Y = -16971/5108 D-Z = -360/160 E-Z = -364/159 E-AA = -8429/2628 F-AA = -8432/2628 F-AB = -8637/2679 G--AB = -8637/2679 G-AC = -7528/2263 H-AC = -7528/2263 H-I = -7528/2263 I-J = -7528/2263 J-AD = -3266/963 K-AD = -3266/963 K-AE = -3266/963 AE-AF = -3266/963 L-AF = -3266/963 L-M = -2334/720 C-V = -950/329 C-D = -176/64 BOT CHORD W-AG = -2753/8796 BOT CHORD V-AG = -2753/8796 V-AH = -5141/16700 U-AH = -5141/16700 U-AI = -2685/8642 T-AI = -2685/8642 T-AJ = -2608/8549 S-AJ = -2608/8549 R-S = -2608/8549 R-AK = -2608/8549 Q-AK = -2608/8549 P-Q = -1734/5823 O-P = -1734/5823 O-AL = -1734/5823 N-AL = -1734/5823 N-AM = -13/39 M-AM = -13/39 WEBS E-U = -1450/4992 F-U = -438/256 F-T = -429/247 G-T = -292/702 G-R = 0/383 G-Q = -1362/411 H-Q = -384/191 J-Q = -631/2034 J-O = 0/371 J-N = -3051/920 K-N = -419/208 L-N = -1143/3884 B-W = -10047/3033 B-V = -2880/9560 C-U = -9228/2806 C-E = -9455/2897 NOTES (17-18) 1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4600 lb down and 1424 lb up at 5-6-0 on bottom chord. The design/selection of such connection device(s) is the reesponsibility of others. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) 3-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 3 rows at 0-4-0 oc. Webs connected as follows: 2 X 8 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 oc. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4600 lb down and 1424 lb up at 5-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 4) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 5) Unbalanced roof live loads have been considered for this design. 6) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; CCat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 7) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 8) Unbalanced snow loads have been considered for this design. 9) Provide adequate drainage to prevent water ponding. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1665 lb uplift at joint W and 708 lb uplift at joint M. 12) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 14) "Semii-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 4600 lb down and 1424 lb up at 5-6-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. Continued on page 2 * WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Location of point load Is large vertical for hanger for beam? hanger on layout is not a LVL hanger is this truss correct for the hanger that will be used? Job 14290R Truss R94 Truss Type SPECIAL Qty 1 Ply 3 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378339 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:30:59 2010 Page 2 NOTES (17-18) 17) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 18) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-64, D-L=-64, M-W=-20 Concentrated Loads (lb) Vert: V=-4600(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - nnot truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R95 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378340 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:31:00 2010 Page 1 Scale = 1:70.8 W6 T1 T2 T3 W5 B1 W1 W2 W5 W7 W8 W9 W9 W10 W11 W4 T3 T4 B2 B3 A B C D E F G H I J R Q P O N M L K S T U V W X Y Z AA AB AC AD AE 2x6 4x8 1.5x4 5x6 3x7 2x6 5x4 3x10 MT20H 4x8 3x8 3x4 3x4 3x4 3x5 3x7 5x12 3x6 3x10 MT20H 5-1-2 5-1-2 5-4-6 0-3-4 10-2-12 4-10-7 20-0-7 9-9-11 29-10-1 9-9-11 39-7-12 9-9-11 5-1-2 5-1-2 5-4-6 0-3-4 10-2-12 4-10-7 17-0-0 6-9-4 24-11-4 7-11-4 32-3-8 7-4-4 39-7-12 7-4-4 3-0-0 3-11-13 4-1-0 3-11-12 0.25 12 308 Plate Offsets (X,Y): [Q:0-3-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.91 0.91 0.90 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.53 -1.12 0.21 (loc) L-N N-PK l/defl >891 >421 n/a L/d 240 1880 n/a PLATES MT20 MT20H Weight: 213 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T3: 2 X 4 SYP SS BOT CHORD 2 X 4 SYP SS *Except* B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W1: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-7-8 oc bracing. WEBS 1 Row at midpt E-P, B-D 2 Rows at 1/3 pts I-K REACTIONS (lb/size) R = 1645/0-2-0 0-5-8 K = 1652/0-2-2 0-5-8 Max Horz R = -5(LC 8) Max Uplift R = -411(LC 8) K = -504(LC 8) Max Grav R = 1686(LC 17) K = 1801(LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-R = -1621/433 A-S = -2849/773 B-S = -2849/773 C-T = -107/33 D-T = -111/32 D-U = -3528/983 U-V = -3528/983 E-V = -3528/983 E-F = -4692/1273 F-W = -4692/1273 G-W = -4692/1273 G-X = -35448/951 H-X = -3548/951 H-I = -3548/951 I-Y = -72/9 Y-Z = -72/9 J-Z = -72/9 TOP CHORD J-K = -328/113 BOT CHORD R-AA = -13/65 Q-AA = -13/65 Q-AB = -735/2740 P-AB = -735/2740 O-P = -1342/4655 O-AC = -1342/4655 N-AC = -1342/4655 N-AD = -1293/4489 M-AD = -1293/4489 L-M = -1293/4489 L-AE = -851/2941 K-AE = -851/2941 WEBS A-Q = -857/3126 B-Q = -1345/437 B-C = -170/76 D-P = 0/379 E-P = -1289/412 E-N = -49/250 G-N = 0/422 G-L = -1178/429 I-L = -181/1096 I-K = -3242/945 B-P = -282/879 B-D = -3481/973 NOTES (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 4) Unbalanced ssnow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 411 lb uplift at joint R and 504 lb uplift at joint K. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicatees acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R96 Truss Type FLAT Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378341 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:31:01 2010 Page 1 Scale = 1:68.3 W6 T1 W6 B1 W5 W4 W3 W1 W2 W2 W1 W3 W4 W5 T2 T3 B2 B3 A B C D E F G H I Q P O N M L K J R S T U V W X Y Z AA 3x6 2x6 3x6 2x6 3x6 3x10 MT20H 3x6 3x5 3x4 3x4 3x4 3x4 3x4 3x5 3x7 3x6 3x10 MT20H 7-11-2 7-11-2 15-10-5 7-11-2 23-9-7 7-11-2 31-8-10 7-11-2 39-7-12 7-11-2 6-7-5 6-7-5 13-2-9 6-7-5 19-9-14 6-7-5 26-5-3 6-7-5 33-0-7 6-7-5 39-7-12 6-7-5 4-0-0 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.89 0.94 0.85 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.35 -0.89 0.22 (loc) M-N M-NJ l/defl >999 >533 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 207 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.1 *Except* BB2: 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-Q, C-P, F-K, H-J REACTIONS (lb/size) Q = 1653/0-1-15 0-3-8 J = 1653/0-1-15 0-3-8 Max Uplift Q = -512(LC 7) J = -512(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-Q = -319/100 A-R = -53/9 B-R = -53/9 B-S = -2813/847 C-S = -2813/847 C-D = -4196/1270 D-T = -4196/1270 E-T = -4196/1270 E-U = -4197/1270 F-U = -4197/1270 F-G = -2814/847 G-H = -2814/847 H-V = -53/9 I-V = -53/9 I-J = -319/100 BOT CHORD Q-W = -781/2475 P-W = -781/2475 O-P = -1240/3933 O-X = -1240/3933 N-X = -1240/3933 N-Y = -1398/4425 M-Y = -1398/4425 L-M = -1240/3933 L-Z = -1240/3933 K-Z = -1240/3933 K-AA = -781/2475 J-AA = -781/2475 WEBS B-Q = -2810/890 WEBS B-P = -199/1008 C-P = -1367/479 C-N = -52/482 E--N = -312/176 E-M = -312/176 F-M = -52/482 F-K = -1367/479 H-K = -199/1008 H-J = -2810/890 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 512 lb uplift at joint Q and 512 lb uplift at joint J. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced sstandard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard UP NOTE: DO NOT INSTALL TURNED UPSIDE DOWN. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of buildinng designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R97 Truss Type MONO HIP Qty 1 Ply 3 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378342 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:31:03 2010 Page 1 Scale = 1:67.7 T1 T2 W2 B1 W6 W4 W3 W1 W2 W1 W2 W1 W2 W1 W2 W1 W2 W5 T3 T4 B2 B3 A B C D E F G H I J K U T S R Q P O N M L V W X Y Z AA AB AC AD AE AF AG AH AI AJ AK AL 4x8 2x4 4x7 6x7 5x12 MT20H 4x4 2x4 4x4 4x7 6x7 4x4 4x4 4x4 4x4 4x4 4x5 4x5 5x6 4x8 5x7 6x12 MT20H 3-6-13 3-6-13 7-1-9 3-6-13 12-5-7 5-3-14 17-11-1 5-5-10 23-4-11 5-5-10 28-10-4 5-5-10 34-3-14 5-5-10 39-7-12 5-3-14 3-6-13 3-6-13 7-1-9 3-6-13 12-5-7 5-3-14 17-11-1 5-5-10 23-4-11 5-5-10 28-10-4 5-5-10 34-3-14 5-5-10 39-7-12 5-3-14 0-6-2 4-0-13 6.00 12 208 Plate Offsets (X,Y): [A:0-2-8,0-0-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.38 0.98 0.93 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.41 -0.94 0.22 (loc) P-Q P-QL l/defl >999 >499 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 844 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 6 SYP No.1 BOT CHORD 2 X 6 SYP DSS *Except* B1: 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. JOINTS 1 Brace at Jt(s): U REACTIONS (lb/size) L = 7535/0-2-15 0-5-8 A = 7535/0-3-4 0-5-8 Max Horz A = 166(LC 8) Max Uplift L = -2327(LC 7) A = -2217(LC 7) Max Grav L = 8650(LC 12) A = 8275(LC 12) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-V = -15463/4139 B-V = -15417/4146 B-W = -15246/4096 C-W = -15217/4110 C-X = -20070/5429 X-Y = -20069/5429 D-Y = -20069/5429 D-Z = -23169/6282 E-Z = -23169/6282 E-AA = -22584/6150 F-AA = -22584/6150 F-G = -22584/6150 G-AB = -18592/5038 H-AB = -18592/5038 H-AC = -10982/2961 I-AC = -10982/2961 I-J = -10982/2961 J-AD = -104/28 K-AD = -104/28 K-L = -324/90 BOT CHORD A-AE = -3703/13526 BOT CHORD U-AE = -3703/13526 U-AF = -3703/13526 T-AF = -3703/13526 T-AG = -3693/13603 S-AG = -3693/13603 S-AH = -5430/20069 R-AH = -5430/20069 Q-R = -5430/20069 Q-AI = -6282/23169 P-AI = -6282/23169 O-P = -6150/22584 O-AJ = -6150/22584 N-AJ = -6150/22584 N-AK = -5038/18592 M-AK = -5038/18592 M-AL = -2961/10982 L-AL = -2961/10982 WEBS B-U = -136/613 B-T = -285/172 C-T = -524/2026 C-S = -2118/7802 D-S = -2530/741 D-Q = -1040/3714 E-Q = -196/139 E-P = -701/178 G-P = -551/2249 G-N = -4784/1333 H-N = -1181/4467 H-M = -9117/2488 J-M = -1842/6969 J-L = -13262/3576 NOTES (13-14) 1) 3-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2 X 6 - 2 rows at 0-9-0 oc, 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-9-00 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 5) Unbalanced snow loads have been considered for this design. 6) Provide adequate drainage to prevent water ponding. 7) All plates are MT20 plates unless otherwise indicated. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capaable of withstanding 2327 lb uplift at joint L and 2217 lb uplift at joint A. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-64, C-K=-64, A-L=-320(F=-300) * WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORRE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Add bearing as shown on the plans Job 14290R Truss R98 Truss Type COMMON Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378343 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:31:03 2010 Page 1 Scale = 1:27.3 T1 T2 B1 W1 HW1 HW2 A B C D E F G H I J 4x7 3x4 3x4 4x5 1.5x4 4x6 7-4-6 7-4-6 14-11-12 7-7-6 7-4-6 7-4-6 14-11-12 7-7-6 0-7-8 4-3-11 0-6-0 6.00 12 13 112 13 108 Plate Offsets (X,Y): [A:0-0-13,0-1-12], [D:0-0-13,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)1.00 0.86 0.14 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.38 0.02 (loc) D-E D-ED l/defl >747 >469 n/a L/d 240 180 n/a PLATES MT20 Weight: 60 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 WEDGE Right: 2 X 4 SYP No.3 SLIDER Left 2 X 4 SYP No.3 4-0-7 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceeiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 620/Mechanical D = 620/0-1-8 0-5-8 Max Horz A = -58(LC 7) Max Uplift A = -158(LC 9) D = -159(LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -865/196 B-F = -741/199 C-F = -709/215 C-G = -712/211 G-H = -753/194 D-H = -865/194 BOT CHORD A-I = -105/663 E-I = -105/663 E-J = -105/663 D-J = -105/663 WEBS C-E = 0/433 NOTES (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 158 lb uplift at joint A and 159 lb uplift at joint D. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professioonal engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R99 Truss Type COMMON Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378344 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:31:03 2010 Page 1 Scale = 1:27.5 T1 T1 B1 W1 HW1 HW2 A B C D E F G H I J 4x6 4x5 1.5x4 4x6 7-7-6 7-7-6 15-2-12 7-7-6 7-7-6 7-7-6 15-2-12 7-7-6 0-6-0 4-3-11 0-6-0 6.00 12 13 108 13 108 Plate Offsets (X,Y): [A:0-0-13,0-1-8], [C:0-0-13,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.98 0.85 0.14 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.37 0.02 (loc) C-D A-DC l/defl >749 >481 n/a L/d 240 180 n/a PLATES MT20 Weight: 56 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 WEDGE Left: 2 X 4 SYP No.3, Right: 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 620/0-1-8 0-5-8 C = 620/0-1-8 0-5-8 Max Horz A = -58(LC 7) Max Uplift A = -159(LC 9) C = -159(LC 10) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-E = -878/197 E-F = -765/198 B-F = -725/215 B-G = -725/215 G-H = -765/197 C-H = -878/197 BOT CHORD A-I = -109/675 D-I = -109/675 D-J = -109/675 C-J = -109/675 WEBS B-D = 0/447 NOTES (10-11) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4)) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift at joint A and 159 lb uplift at joint C. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information availablle from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R100 Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378345 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:07 2010 Page 1 Scale = 1:28.3 T1 T1 B1 ST3 ST2 ST1 ST2 ST1 B1 A B C D E F G L K J I H M N 3x4 4x4 3x4 1.5x4 6x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 15-2-12 15-2-12 7-7-6 7-7-6 15-2-12 7-7-6 0-6-0 4-3-11 0-6-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.26 0.17 0.05 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - G l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 67 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) AA = 131/0-1-8 15-2-12 G = 131/0-1-8 15-2-12 J = 168/0-1-8 15-2-12 K = 116/0-1-8 15-2-12 L = 308/0-1-8 15-2-12 I = 116/0-1-8 15-2-12 H = 308/0-1-8 15-2-12 Max Horz A = -58(LC 7) Max Uplift A = -26(LC 10) G = -22(LC 10) K = -52(LC 9) L = -144(LC 9) I = -52(LC 10) H = -144(LC 10) Max Grav A = 131(LC 1) G = 131(LC 1) J = 168(LC 1) K = 146(LC 3) L = 308(LC 1) I = 146(LC 4) H = 308(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -67//50 B-M = -55/79 C-M = -8/87 TOP CHORD C-D = -51/116 D-E = -51/109 E-N = -8/67 F-N = -55/59 F-G = -67/50 BOT CHORD A-L = 0/67 K-L = 0/67 J-K = 0/67 I-J = 0/67 H-I = 0/67 G-H = 0/67 WEBS D-J = -116/0 C-K = -129/76 B-L = -215/158 E-I = -129/75 F-H = -215/158 NOTES (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 4) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 5) Unbalanced snow loads have beeen considered for this design. 6) Gable requires continuous bottom chord bearing. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint A, 22 lb uplift at joint G, 52 lb uplift at joint K, 144 lb uplift at joint L, 52 lb uplift at joint I and 144 lb uplift at joint H. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design paraameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive,, Madison, WI 53719. March 11,2010 Job 14290R Truss R101 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378346 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:07 2010 Page 1 Scale = 1:13.1 T1 B1 A D B E 2x3 C 3-0-0 3-0-0 3-0-0 3-0-0 0-6-0 2-0-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.35 0.34 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.02 -0.00 (loc) A-C A-CB l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 10 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 110/0-1-8 0-5-8 B = 84/Mechanical C = 26/Mechanical Max Horz A = 74(LC 9) Max Uplift A = -11(LC 9) B = -70(LC 9) Max Grav A = 308(LC 14) B = 282(LC 15) C = 276(LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-D = -79/0 B-D = -44/79 BOT CHORD A-E = 0/0 C-E = 0/0 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint A and 70 lb uplift at joint B. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design validd for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R102 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378347 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:07 2010 Page 1 Scale = 1:13.1 T1 B1 W1 AD E B F C 2x3 2x4 2-9-0 2-9-0 2-9-0 2-9-0 0-7-8 2-0-0 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.48 0.49 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 0.01 (loc) C-D C-DB l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 9 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-9-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 73/Mechanical C = 31/Mechanical D = 103/0-1-8 0-3-8 Max Horz D = 57(LC 9) Max Uplift B = -55(LC 9) D = -9(LC 9) Max Grav B = 279(LC 15) C = 275(LC 18) D = 304(LC 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-E = -78/0 B-E = -30/57 A-D = -280/33 BOT CHORD D-F = 0/0 C-F = 0/0 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for a 10.0 psf bottom chord live load noonconcurrent with any other live loads. 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) D considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 55 lb uplift at joint B and 9 lb uplift at joint D. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professsional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R103 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378348 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:08 2010 Page 1 Scale: 3/16"=1' W1 T1 W11 B1 W2 W3 W4 W5 W6 W7 W8 W9 W10 T2 T3 B2 B3 A B C D E F G H I Q P O N M L K J R S T U V W X Y Z AA AB AC AD 5x7 5x8 3x6 2x6 2x6 3x6 3x4 3x4 3x4 3x4 3x6 1.5x4 3x10 3x4 1.5x4 3x7 3x7 4x8 9-0-7 9-0-7 18-0-13 9-0-7 27-1-4 9-0-7 32-3-10 5-2-6 37-6-0 5-2-6 6-9-5 6-9-5 13-6-10 6-9-5 20-3-15 6-9-5 27-1-4 6-9-5 32-3-10 5-2-6 37-6-0 5-2-6 4-1-0 1-2-03-3-10 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.92 0.94 0.87 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.41 -0.63 0.07 (loc) N-P N-PJ l/defl >780 >512 n/a L/d 240 180 n/a PLATES MT20 Weight: 193 lb GRIP 244/190 LUMBER TOPP CHORD 2 X 4 SYP No.2 *Except* T3: 2 X 4 SYP No.1, T2: 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.1 *Except* B3: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 3-9-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 7-6-1 oc bracing. WEBS 1 Row at midpt B-Q, E-L, H-L REACTIONS (lb/size) J = 378/0-1-8 0-3-8 L = 2995/0-3-13 (input: 0-3-8) S = 963/0-1-8 0-5-4 Max Horz S = -35(LC 8) Max Uplift S = -350(LC 8) Max Grav J = 544(LC 37) L = 3249(LC 4) S = 1096(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD Q-R = -252/896 A-R = -252/896 A-T = -163/54 B-T = -168/53 B-U = -1747/567 C-U = -1752/566 C-D = -1502/603 D-V = -1506/603 E-V = -1512/603 E-W = 0/1374 W-X = 0/1365 F-X = 0/1365 F-G = 0/1375 G-H H = 0/1359 H-Y = -68/0 I-Y = -75/0 I-J = -488/0 TOP CHORD Q-R = -252/896 A-R = -252/896 A-T = -163/54 B-T = -168/53 B-U = -1747/567 C-U = -1752/566 C-D = -1502/603 D-V = -1506/603 E-V = -1512/603 E-W = 0/1374 W-X = 0/1365 F-X = 0/1365 F-G = 0/1375 G-H = 0/1359 H-Y = -68/0 I-Y = -75/0 I-J = -488/0 BOT CHORD Q-Z = -504/1544 P-Z = -504/1544 O-P = -736/1936 O-AA = -736/1936 N-AA = -736/1936 N-AB = -565/1161 M-AB = -565/1161 L-M = -565/1161 L-AC = 0/69 K-AC = 0/69 K-AD = 0/69 J-AD = 0/69 WEBS B-Q = -1605/562 B-P = -67/432 C-P = -240/249 C-N = -545/193 E-N = -33/618 E-L = -2822/251 F-L = -979/0 H-L = -1646/0 H-K = 0/313 A-S = -1113/356 R-S = -35/198 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) WARNING: Required bearing size at joint(s) L greater than input bearing size. 7) Bearing at joint(s) S considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 350 lb uplift at joint S. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreeaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-W=-64, I-W=-144, J-Q=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R104 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378349 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:08 2010 Page 1 Scale = 1:25.6 W1 T1 W5 B1 W2 W4 BL1 W3 A B C F E D H G I J 3x4 K L 5x8 1.5x4 3x4 3x4 3x4 4x4 4-5-14 4-5-14 8-11-12 4-5-14 4-5-14 4-5-14 8-11-12 4-5-14 4-1-3 1-6-0 3-10-15 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.46 0.47 0.17 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.08 0.03 (loc) D-E D-ED l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 62 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACCTIONS (lb/size) D = 361/0-1-8 0-3-8 H = 330/0-1-8 0-5-4 Max Horz H = -8(LC 8) Max Uplift D = -110(LC 8) H = -104(LC 8) Max Grav D = 439(LC 23) H = 412(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD F-G = -46/378 A-G = -46/378 A-I = -66/19 B-I = -72/18 B-J = -276/77 C-J = -276/76 C-D = -405/126 BOT CHORD F-K = -75/276 E-K = -75/276 E-L = 0/0 D-L = 0/0 WEBS B-F = -336/87 C-E = -97/359 B-E = -130/120 A-H = -418/107 G-H = -19/113 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.155 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 110 lb uplift at joint D and 104 lb uplift at joint H. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in tthe analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R105 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378350 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:09 2010 Page 1 Scale = 1:38.3 W1 T1 W7 B1 W2 W3 W4 W5 W6 T2 B2 A B C D E J I H G F K L M N O P 3x6 2x6 3x7 4x5 2x6 3x5 3x4 3x4 3x4 4x5 7-6-3 7-6-3 15-0-7 7-6-3 22-6-10 7-6-3 7-6-3 7-6-3 15-0-7 7-6-3 22-6-10 7-6-3 3-10-0 3-4-6 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.88 0.93 0.62 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.27 -0.41 0.04 (loc) G-I G-I F l/defl >996 >644 n/a L/d 240 180 n/a PLATES MT20 Weight: 119 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt B-J REACTIONS (lb/size) J = 935/0-1-8 0-3-8 F = 935/Mechanical Max Horz J = -21(LC 8) Max Uplift J = -293(LC 8) F = -286(LC 8) Max Grav J = 1027(LC 4) F = 1027(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J = -328/115 A-K = -56/12 B-K = -60/11 B-L = -1623/456 C-L = -1627/455 C-D = -1633/454 D-M = -1702/477 E-M = -1708/476 E-F = -957/316 BOT CHORD J-N = -444/1627 I-N = -444/1627 H-I = -473/1703 H-O = -473/1703 G-O = -473/1703 G-P = -17/67 F-P = -17/67 WEBS B-J = -1736/497 B-I = 0/347 D-I = -254/148 D-G = -533/272 E-G = -494/1779 WEBS B-J = -1736/497 B-I = 0/347 D-I = -254/148 D-G = -533/272 E-G = -494/1779 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1)) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 293 lb uplift at joint J and 286 lb uplift at joint F. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcuurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the ovverall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R106 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378351 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:09 2010 Page 1 Scale = 1:38.0 W1 T1 W7 B1 W2 W3 W4 W5 W6 T2 B2 A B C D E F K J I H G L M N O P Q R 1.5x4 1.5x4 3x6 2x6 3x6 3x5 1.5x4 3x4 3x4 3x4 3x4 4-2-2 4-2-2 13-3-8 9-1-6 22-4-14 9-1-6 4-2-2 4-2-2 10-3-1 6-0-15 16-3-15 6-0-15 22-4-14 6-0-15 3-10-0 3-4-7 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.69 0.93 0.98 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.41 -0.61 0.03 (loc) G-H G-HG l/defl >527 >355 n/a L/d 240 180 n/a PLATES MT20 Weight: 113 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-7 oc purlins, exceptt end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS (lb/size) K = 95/0-1-8 0-3-8 G = 743/0-1-8 0-5-8 J = 1020/0-1-8 0-5-8 Max Horz K = -21(LC 8) Max Uplift K = -40(LC 8) G = -229(LC 8) J = -307(LC 8) Max Grav K = 293(LC 25) G = 816(LC 4) J = 1118(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-K = -280/49 A-L = -14/14 B-L = -17/12 B-M = -14/15 C-M = -15/14 C-N = -1117/273 D-N = -1117/272 D-E = -1122/272 E-O = -75/8 F-O = -77/7 F-G = -314/92 BOT CHORD K-P = -14/20 J-P = -14/20 J-Q = -298/994 I-Q = -298/994 H-I = -298/994 H-R = -326/1059 G-R = -326/1059 WEBS B-J = -414/204 WEBS C-J = -1135/362 C-H = 0/336 E-H = -8/274 E-G = -1153/365 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=55.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint K, 229 lb uplift at joint G and 307 lb uplift at joint J. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid ppanels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction iss the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R107 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378352 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:10 2010 Page 1 Scale = 1:58.8 W1 T1 W10 B1 W2 W3 W4 W5 W6 W7 W8 W9 BL1 T2 T3 B2 B3 A B C D E F G H O N M L K J I P Q R S T U V W X Y Z 4x7 5x8 3x6 2x6 3x6 3x6 3x4 3x4 3x4 3x4 3x4 3x4 3x4 3x6 3x6 4x8 8-4-12 8-4-12 16-9-8 8-4-12 25-10-14 9-1-6 35-0-4 9-1-6 7-0-1 7-0-1 14-0-2 7-0-1 21-0-2 7-0-1 28-0-3 7-0-1 35-0-4 7-0-1 4-1-3 1-6-03-4-7 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.79 0.87 0.91 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.61 0.03 (loc) I-J I-JI l/defl >522 >353 n/a L/d 240 180 n/a PLATES MT20 Weight: 183 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B3: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 OTHERRS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) I = 601/0-1-8 0-5-8 L = 1786/0-2-6 0-5-8 Q = 491/0-1-8 0-5-4 Max Horz Q = -33(LC 8) Max Uplift I = -184(LC 8) L = -553(LC 8) Q = -154(LC 8) Max Grav I = 678(LC 4) L = 2015(LC 4) Q = 554(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD O-P = -54/433 A-P = -54/433 A-R = -104/36 B-R = -110/36 B-S = -490/117 C-S = -494/116 C-D = -285/939 D-T = -286/934 E-T = -287/934 E-F = -716/161 F-U = -720/161 G-U = -725/160 G-V = -79/13 H-V = -80/12 H-I = -323/107 BOT CHORD O-W = -157/582 N-W = -157/582 M-N = -208/33 BOT CHORD M-X = -2208/33 L-X = -208/33 L-Y = -68/217 K-Y = -68/217 J-K = -68/217 J-Z = -254/849 I-Z = -254/849 WEBS B-O = -551/174 B-N = -264/179 C-N = -148/774 C-L = -1234/435 E-L = -1393/474 E-J = -100/685 G-J = -236/189 G-I = -876/270 A-Q = -569/160 P-Q = -15/139 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) Q considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building ddesigner should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 184 lb uplift at joint I, 553 lb uplift at joint L and 154 lb uplift at joint Q. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MIITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R107A Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378353 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:11 2010 Page 1 Scale = 1:58.9 W1 T1 W11 B1 W2 W3 W4 W5 W6 W7 W8 W9 W10 BL1 T2 T3 B2 B2 A B C D E F G H I P O N M L K J Q R S T U V W X Y Z AA 5x7 8x9 6x8 2x6 3x6 3x6 5x5 3x4 5x10 5x10 2x4 4x7 3x4 4x4 4x8 3x6 4x8 8-4-12 8-4-12 16-9-8 8-4-12 25-10-14 9-1-6 35-0-4 9-1-6 5-0-0 5-0-0 10-6-0 5-6-0 16-9-8 6-3-8 22-10-7 6-0-15 28-11-5 6-0-15 35-0-4 6-0-15 4-1-3 1-6-03-4-7 0.25 12 300 504 Plate Offsets (X,Y): [A:0-5-4,0-3-0], [D:0-4-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.98 0.90 0.94 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.41 -0.61 0.14 (loc) J-K J-KJ l/defl >528 >357 n/a L/d 240 180 n/a PLATES MT20 Weight: 223 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 *Except* T1: 2 X 8 SYP No.2 BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W1: 2 X 4 SYP SS, W5: 2 X 4 SYP No.2 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt B-P, F-M, H-J 2 Rows at 1/3 pts C-M REACTIONS (lb/size) J = 937/0-1-11 0-5-8 M = 3955/0-6-7 (input: 0-5-8) R = 2562/0-1-8 0-5-4 Max Horz R = -29(LC 8) Max Uplift J = -154(LC 8) M = -832(LC 8) R = -685(LC 8) Max Grav J = 1448(LC 4) M = 5449(LC 4) R = 2981(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD P-Q = -457/2103 TOP CHORD A-Q = -457/2103 A-S = -366/86 B-S = -393/90 B-T = -2306/497 T-U = = -2306/497 C-U = -2325/500 C-D = -387/2348 D-E = -388/2338 E-V = -393/2363 F-V = -394/2349 F-G = -1296/70 G-H = -1309/69 H-W = -80/0 I-W = -82/0 I-J = -490/88 BOT CHORD P-X = -662/2867 O-X = -662/2867 N-O = -411/1858 N-Y = -411/1858 M-Y = -411/1858 M-Z = -47/713 L-Z = -47/713 K-L = -47/713 K-AA = -195/1724 J-AA = -195/1724 WEBS B-P = -3214/776 B-O = -813/271 C-O = -121/855 C-M = -4792/933 E-M = -1325/235 F-M = -3472/492 F-K = -51/852 H-K = -614/193 H-J = -1878/224 A-R = -3034/697 Q-R = -102/567 NOTES (14-15) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainnage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) WARNING: Required bearing size at joint(s) M greater than input bearing size. 7) Bearing at joint(s) R considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 154 lb uplift at joint J, 832 lb uplift at joint M and 685 lb uplift at joint R. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1, 3, 4 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcuurrent with any other live loads. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure staability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R107A Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378353 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:11 2010 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-U=-424(F=-300), I-U=-124, J-P=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-U=-296(F=-200), I-U=-96, J-P=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-U=-495(F=-300), I-U=-195, J-P=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shoown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R108 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378354 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:11 2010 Page 1 Scale = 1:61.0 W1 T1 T3 W10 B1 W2 W3 W4 W5 W6 W7 W8 W9 BL1 T2 B2 B3 A B C D E F G N M L K J I H OP Q R S T U V W X Y Z 5x6 6x8 4x8 7x10 3x4 3x6 3x6 4x4 3x6 4x7 4x6 4x6 4x4 3x6 4x8 8-4-12 8-4-12 16-9-8 8-4-12 25-10-14 9-1-6 35-0-4 9-1-6 6-8-8 6-8-8 13-5-0 6-8-8 20-1-8 6-8-8 27-6-14 7-5-6 35-0-4 7-5-6 4-1-3 1-6-0 3-8-2 3-8-2 0.25 12 300 400 Plate Offsets (X,Y): [A:0-3-0,0-4-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.92 0.98 0.72 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.41 -0.61 0.07 (loc) H-I H-I H l/defl >523 >355 n/a L/d 240 180 n/a PLATES MT20 Weight: 211 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 *Except* T2: 2 X 6 SYP DSS BBOT CHORD 2 X 4 SYP No.2 *Except* B3: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W1: 2 X 4 SYP No.2 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 5-0-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-3-4 oc bracing. WEBS 1 Row at midpt B-N, D-K, E-K, F-H REACTIONS (lb/size) H = 985/0-1-13 0-5-8 K = 3429/0-5-12 (input: 0-5-8) P = 1020/0-1-8 0-5-4 Max Horz P = -19(LC 8) Max Uplift H = -171(LC 8) K = -667(LC 8) P = -208(LC 8) Max Grav H = 1535(LC 14) K = 4878(LC 4) P = 1531(LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD N-O = -129/1066 A-O = -129/1066 A-Q = -227/29 B-Q = -242/28 B-C = -1596/205 C-R = -1604/204 R-S = -1614/208 D-S = -1631/208 D-T = -376/2481 TOOP CHORD E-T = -377/2466 E-U = -1605/122 F-U = -1605/122 F-V = -73/1 G-V = -73/1 G-H = -579/106 BOT CHORD N-W = -286/1908 M-W = -286/1908 L-M = -337/475 L-X = -337/475 K-X = -337/475 K-Y = -494/63 J-Y = -494/63 I-J = -494/63 I-Z = -227/1999 H-Z = -227/1999 WEBS B-N = -1949/318 B-M = -819/210 D-M = -178/1580 D-K = -3589/612 E-K = -3022/445 E-I = -213/2019 F-I = -916/232 F-H = -2116/248 A-P = -1565/213 O-P = -27/333 NOTES (14-15) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.00 psf bottom chord live load nonconcurrent with any other live loads. 6) WARNING: Required bearing size at joint(s) K greater than input bearing size. 7) Bearing at joint(s) P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 171 lb uplift at joint H, 667 lb uplift at joint K and 208 lb uplift at joint P. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) "Semi-rigid pitchbreaks with fixed heels"" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down and 155 lb up at 9-3-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-G=-124, H-N=-20 Concentrated Loads (lb) Vert: R=-500 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporatiion of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R109 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378355 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:12 2010 Page 1 Scale = 1:58.7 W1 T2 T3 W11 B1 W2 W3 W4 W5 W6 W7 W8 W9 W10 T1 T4 B2 B3 A B C D E F G H I P O N M L K J Q R S T U V W X Y Z 3x6 2x4 4x6 7x8 4x6 2x6 3x6 3x6 4x4 3x4 4x6 4x9 4x6 3x4 4x4 3x6 7-11-2 7-11-2 15-10-5 7-11-2 24-11-11 9-1-6 34-1-1 9-1-6 5-8-12 5-8-12 11-5-9 5-8-12 17-2-5 5-8-12 22-9-14 5-7-9 28-5-8 5-7-9 34-1-1 5-7-9 4-0-15 3-8-10 3-8-10 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.83 1.00 0.84 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.41 -0.61 0.07 (loc) J-K J-KJ l/defl >526 >355 n/a L/d 240 180 n/a PLATES MT20 Weight: 207 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 BOT CHORD 2 X 4 SYP No.1 *Except* B1: 2 X 4 SYP No.2 2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-10-2 oc bracing. WEBS 1 Row at midpt B-P, D-M, H-J 2 Rows at 1/3 pts F-M REACTIONS (lb/size) P = 1070/0-1-14 0-2-0 J = 1051/0-1-15 0-5-8 M = 3246/0-5-7 0-5-8 Max Horz P = -16(LC 8) Max Uplift P = -222(LC 8) J = -185(LC 8) M = -627(LC 8) Max Grav P = 1586(LC 14) J = 1633(LC 13) M = 4613(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-P = -416/70 A-Q = -48/0 B-Q = -51/0 B-R = -1513/195 C-R = -1523/197 C-D = -1536/197 D-S = -294/1942 E-S = -295/1929 E-T = -223/1523 F-T = -223/1523 F-U = -1777/145 G-U = -1777/145 G-H = -1777/145 H-V = -69/0 I-V = -69/0 I-J J = -451/82 BOT CHORD P-W = -268/1742 BOT CHORD O-W = -268/1742 N-O = -141/992 N-X = -141/992 M-X = -141/992 M-Y = -159/1612 L-Y = -159/1612 K-L = -159/1612 K-Z = -227/1850 J-Z = -227/1850 WEBS B-P = -2031/342 B-O = -548/155 D-O = -66/886 D-M = -3315/559 E-M = -1057/190 F-M = -3228/424 F-K = 0/381 H-K = -193/204 H-J = -2112/271 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechaniccal connection (by others) of truss to bearing plate at joint(s) P. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint P, 185 lb uplift at joint J and 627 lb uplift at joint M. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down and 155 lb up at 8-4-0 on top chord. The design/seelection of such connection device(s) is the responsibility of others. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-I=-124, J-P=-20 Concentrated Loads (lb) Vert: R=-500 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the e erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R110 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378356 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:15 2010 Page 1 Scale = 1:55.9 W1 T1 T2 W11 B1 W2 W3 W4 W5 W6 W7 W8 W9 W10 T3 B2 B3 A B C D E F G H O N M L K J I P Q R S T U V W X Y 3x5 2x4 7x8 4x6 2x6 3x6 3x6 4x4 3x4 4x5 4x8 4x6 3x4 4x4 3x6 7-1-8 7-1-8 14-3-0 7-1-8 14-3-1 0-0-1 23-4-6 9-1-6 32-5-12 9-1-6 4-6-5 4-6-5 9-0-11 4-6-5 13-7-0 4-6-5 19-10-9 6-3-9 26-2-3 6-3-9 32-5-12 6-3-9 4-0-9 3-9-2 3-9-2 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.73 0.99 0.98 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.41 -0.61 0.06 (loc) I-J I-JI l/defl >524 >356 n/a L/d 240 180 n/a PLATES MT20 Weight: 199 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 BOT CHORD 2 X 4 SYP No.2 *Except* B3: 2 X 4 SYP No.1 WEBS 2 XX 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-0-1 oc bracing. WEBS 1 Row at midpt C-L, E-L, G-I REACTIONS (lb/size) O = 982/0-1-12 0-2-0 I = 1061/0-1-15 0-5-8 L = 3092/0-5-3 0-5-8 Max Horz O = -13(LC 8) Max Uplift O = -211(LC 8) I = -188(LC 8) L = -592(LC 8) Max Grav O = 1472(LC 14) I = 1623(LC 13) L = 4408(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-O = -317/52 A-P = -41/0 B-P = -43/0 B-Q = -1253/161 C-Q = -1273/164 C-R = -224/1584 D-R = -225/1567 D-S = -262/1769 E-S = -262/1769 E-T = -1717/149 F-T = -1717/149 F-G = -1717/149 G-U = -69/0 H-U = -69/0 H-I = -508/92 BOT CHORD O-V = -215/1357 BOT CHORD N-V V = -215/1357 M-N = -153/1109 M-W = -153/1109 L-W = -153/1109 L-X = -141/1258 K-X = -141/1258 J-K = -141/1258 J-Y = -241/1932 I-Y = -241/1932 WEBS B-O = -1723/298 B-N = -345/137 C-N = -6/475 C-L = -2798/456 D-L = -972/176 E-L = -3344/471 E-J = -12/697 G-J = -388/161 G-I = -2143/277 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing pplate at joint(s) O. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 lb uplift at joint O, 188 lb uplift at joint I and 592 lb uplift at joint L. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down and 155 lb up at 6-8-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawinng indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-H=-124, I-O=-20 Concentrated Loads (lb) Vert: Q=-500 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, errection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R111 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378357 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:16 2010 Page 1 Scale = 1:53.1 W1 T1 T2 W11 B1 W2 W3 W4 W5 W6 W7 W8 W9 W10 T3 B2 B3 A B C D E F G O N M L K J I H P Q R S T U V W X Y 3x5 2x4 7x8 4x6 4x6 3x6 2x4 4x4 4x4 4x5 4x6 3x4 4x4 3x6 4x6 6-3-14 6-3-14 12-7-11 6-3-14 18-8-10 6-0-15 24-9-9 6-0-15 30-10-7 6-0-15 4-11-14 4-11-14 9-11-11 4-11-14 16-11-5 6-11-9 23-10-14 6-11-9 30-10-7 6-11-9 4-0-2 3-9-10 3-9-10 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.94 0.77 0.92 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.15 -0.20 0.03 (loc) N-O N-OH l/defl >999 >738 n/a L/d 240 180 n/a PLATES MT20 Weight: 191 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING G TOP CHORD Structural wood sheathing directly applied or 4-9-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: L-N. WEBS 1 Row at midpt D-L REACTIONS (lb/size) O = 869/0-1-8 0-2-0 H = 1069/0-1-15 0-5-8 L = 2965/0-5-0 0-5-8 Max Horz O = -9(LC 8) Max Uplift O = -196(LC 8) H = -191(LC 8) L = -564(LC 8) Max Grav O = 1286(LC 14) H = 1628(LC 13) L = 4231(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-O = -391/73 A-P = -37/0 B-P = -38/0 B-Q = -905/122 C-Q = -915/122 C-R = -272/1875 D-R = -272/1875 D-S = -1218/110 E-S = -1218/110 E-F = -1218/110 F-T = -1796/198 G-T = -1796/198 G-H = -1568/215 BOT CHORD O-U = -194/1174 N-U = -194/1174 M-N = -485/49 BOOT CHORD M-V = -485/49 L-V = -485/49 L-W = -96/882 K-W = -96/882 J-K = -245/2026 J-X = -245/2026 I-X = -245/2026 I-Y = -5/55 H-Y = -5/55 WEBS B-O = -1423/251 B-N = -862/211 C-N = -185/1357 C-L = -2544/417 D-L = -3343/470 D-K = -32/761 F-K = -1020/161 F-I = -916/185 G-I = -223/2011 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing pllate at joint(s) O. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint O, 191 lb uplift at joint H and 564 lb uplift at joint L. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down and 155 lb up at 5-0-0 on top chord. The design/selection of such connection device(s) is the respponsibility of others. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-G=-124, H-O=-20 Concentrated Loads (lb) Vert: B=-500 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the ovverall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R112 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378358 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:16 2010 Page 1 Scale = 1:50.3 W1 T1 T2 W9 B1 W2 W3 W4 W5 W6 W7 W8 T3 B2 A B C D E F L K J I H G M N O P Q R S T 2x6 4x6 5x8 4x6 3x4 3x4 4x5 3x5 3x6 4x7 4x5 4x4 6-4-7 6-4-7 11-0-7 4-8-0 20-1-13 9-1-6 29-3-3 9-1-6 6-4-7 6-4-7 14-0-0 7-7-9 21-7-9 7-7-9 29-3-3 7-7-9 3-11-12 3-10-2 3-10-2 0.25 12 112 Plate Offsets (X,Y): [B:0-5-8,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.89 0.92 0.77 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.41 -0.60 0.03 (loc) G-H G-HG l/defl >526 >359 n/a L/d 240 180 n/a PLATES MT20 Weight: 178 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP DSS *Except* T3: 2 X 6 SYP No.1 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: H-J. WEBS 1 Row at midpt B-J, C-J, E-G REACTIONS (lb/size) L = 765/0-1-8 0-2-0 G = 1082/0-1-15 0-5-8 J = 2825/0-4-12 0-5-8 Max Horz L = -6(LC 8) Max Uplift L = -178(LC 8) G = -191(LC 8) J = -539(LC 8) Max Grav L = 1083(LC 14) G = 1627(LC 13) J = 4050(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-L = -1018/204 A-M = -478/70 B-M = -500/73 B-N = -264/1738 C-N = -264/1738 C-O = -1799/175 D-O = -1799/175 D-E = -1799/175 E-P = -74/2 F-P = -74/2 F-G = -620/113 BOT CHORD L-Q = -3/67 BOT CHORD K-Q = -3/67 K-R = -72/488 J-R = --72/488 I-J = -44/352 I-S = -44/352 H-S = -44/352 H-T = -251/2067 G-T = -251/2067 WEBS A-K = -75/481 B-K = -160/182 B-J = -2585/418 C-J = -3124/468 C-H = -154/1686 E-H = -697/195 E-G = -2197/275 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) L. 7) Provide mechanical connection (by others) of truss to bearing plaate capable of withstanding 178 lb uplift at joint L, 191 lb uplift at joint G and 539 lb uplift at joint J. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down and 155 lb up at 3-6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheeet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-F=-124, G-L=-20 Concentrated Loads (lb) Vert: M=-500 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance reegarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R113 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378359 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:17 2010 Page 1 Scale: 1/4"=1' W2 T1 W2 B1 W3 W2 W1 W2 W4 W5 W5 W6 T2 B2 A B C D E F G M L K J I H N O P Q R S T U V W 2x4 4x5 4x6 2x4 4x12 3x5 3x6 2x4 4x6 4x6 4x4 3x4 4x4 4-8-9 4-8-9 9-5-2 4-8-9 18-6-8 9-1-6 27-7-14 9-1-6 4-8-9 4-8-9 9-5-2 4-8-9 15-6-1 6-0-15 21-6-15 6-0-15 27-7-14 6-0-15 3-10-10 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.92 0.92 0.88 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.41 -0.61 0.03 (loc) H-I H-I H l/defl >526 >354 n/a L/d 240 180 n/a PLATES MT20 Weight: 173 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly aapplied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt E-K, F-H REACTIONS (lb/size) M = 1671/0-2-0 0-2-0 H = 1157/0-1-8 0-5-8 K = 4668/0-5-8 Max Uplift H = -201(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-M = -1612/0 A-N = -1127/0 B-N = -1127/0 B-O = -1127/0 C-O = -1127/0 C-P = -48/704 P-Q = -48/704 D-Q = -48/704 D-E = -48/704 E-R = -1295/166 F-R = -1295/166 F-S = -66/0 G-S = -66/0 G-H = -317/84 BOT CHORD M-T = 0/53 L-T = 0/53 L-U = -704/48 K-U = -704/48 J-K = -161/1103 J-V = -161/1103 I-V = -161/1103 I-W = -258/1322 H-W = -258/1322 WEBS A-L = 0/1377 B-L = -2045/0 C-L = 0/2196 C-K = -3454/0 E-K = -2088/241 E-I = -8/343 F-I = -41/247 WEBS F-H = -1493/304 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) M. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 201 lb uplift at joint H. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pittchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Standard Vert: A-P=-424, G-P=-124, H-M=-20 NOTE: DO NOT TURN END FOR END * UP NOTE: DO NOT INSTALL TURNED UPSIDE DOWN. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual wweb members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R114 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378360 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:18 2010 Page 1 Scale = 1:45.5 W5T1 W4 T2 W1 B1 W3 W3 W1 W2 W2 W1 W2 W2 T3 B2 A B C D E F G H I J P O N M L K Q R S T U V W X Y Z AA 2x6 2x6 3x6 4x5 2x6 4x6 2x4 3x5 3x6 4x4 2x4 4x9 4x7 2x4 3x8 4x4 1-0-0 1-0-0 7-9-13 6-9-13 16-10-5 9-0-8 26-0-9 9-2-4 1-0-0 1-0-0 4-5-13 3-5-13 7-9-13 3-4-1 12-4-1 4-6-4 16-10-5 4-6-4 21-4-9 4-6-4 26-0-9 4-8-0 1-6-0 3-11-2 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.87 0.94 0.88 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.66 0.03 (loc) K-L K-LK l/defl >515 >331 n/a L/d 240 180 n/a PLATES MT20 Weight: 165 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 *Except* T1: 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W4: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-11-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt D-N, F-N REACTIONS (lb/size) P = 703/0-1-8 0-2-0 K = 1248/0-1-8 0-5-8 N = 6064/0-7-2 (input: 0-5-8) Max Horz P = 91(LC 9) Max Uplift K = -79(LC 7) Max Grav P = 857(LC 36) K = 1250(LC 4) N = 6064(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-P = -675/0 A-Q = -178/0 B-Q = -178/0 B-O = -570/0 B-C = -643/0 C-R = -210/0 D-R = -210/0 D-S = 0/1900 E-S = 0/1900 E-T = 0/1900 F-T = 0/1900 F-U = -1619/0 G-U = -1619/0 G-H = -1619/0 H-V = -1619/0 I-V = -1619/0 I-W = -65/0 J-W = -65/0 J-K = -302/63 TOP CHORD A-P = -675/0 A-Q = -178/0 B-Q = -178/0 BB-O = -570/0 B-C = -643/0 C-R = -210/0 D-R = -210/0 D-S = 0/1900 E-S = 0/1900 E-T = 0/1900 F-T = 0/1900 F-U = -1619/0 G-U = -1619/0 G-H = -1619/0 H-V = -1619/0 I-V = -1619/0 I-W = -65/0 J-W = -65/0 J-K = -302/63 BOT CHORD P-X = 0/178 O-X = 0/178 O-Y = -235/0 N-Y = -235/0 M-N = 0/994 M-Z = 0/994 L-Z = 0/994 L-AA = -64/1205 K-AA = -64/1205 WEBS D-O = 0/613 D-N = -2433/0 E-N = -1833/0 F-N = -3673/0 F-L = -190/798 H-L = -629/67 I-L = 0/553 I-K = -1495/90 NOTES (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 4) Unbalanced snow loads have been considered for this ddesign. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) WARNING: Required bearing size at joint(s) N greater than input bearing size. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) P. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint K. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-424, C-U=-424, J-U=-124, K-P=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R115 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378361 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:18 2010 Page 1 Scale = 1:41.9 W2 T1 W2 B1 W3 W3 W2 W1 W1 W2 W1 W1 T2 B2 A B C D E F G H M L K J I N O P Q R S T U V W 3x5 2x4 4x6 2x4 3x6 3x5 4x4 4x9 2x4 4x6 2x4 3x8 4x4 6-2-9 6-2-9 15-3-1 9-0-8 24-5-5 9-2-4 3-2-2 3-2-2 6-2-9 3-0-6 10-8-13 4-6-4 15-3-1 4-6-4 19-9-5 4-6-4 24-5-5 4-8-0 3-11-10 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.75 0.95 0.97 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.65 0.04 (loc) I-J I-JI l/defl >514 >333 n/a L/d 240 180 n/a PLATES MT20 Weight: 158 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly appliedd or 5-8-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt D-L REACTIONS (lb/size) M = 496/0-1-8 0-2-0 I = 1345/0-1-9 0-5-8 L = 5343/0-6-5 (input: 0-5-8) Max Uplift I = -7(LC 7) Max Grav M = 768(LC 29) I = 1345(LC 1) L = 5343(LC 1) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-M = -674/0 A-N = -38/2 B-N = -38/2 B-O = 0/1198 C-O = 0/1198 C-P = 0/1198 D-P = 0/1198 D-Q = -1831/0 Q-R = -1831/0 E-R = -1831/0 E-F = -1831/0 F-S = -1831/0 G-S = -1831/0 G-T = -64/0 H-T = -64/0 H-I = -301/65 BOT CHORD M-U = -75/147 L-U = -75/147 K-L = 0/1392 K-V = 0/1392 J-V = 0/1392 J-W = 0/1313 I-W = 0/1313 WEBS B-M = -215/134 WEBS B-L = -1742/0 C-L = -1783/0 D-L = -3310/0 D-J = -378/560 F-J = -568/128 G-J = 0/662 G-I = -1641/0 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDLL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) WARNING: Required bearing size at joint(s) L greater than input bearing size. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) M. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint I. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a mmoving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-424, H-Q=-124, I-M=-20 NOTE: DO NOT TURN END FOR END * UP NOTE: DO NOT INSTALL TURNED UPSIDE DOWN. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicabiility of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R116 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378362 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:19 2010 Page 1 Scale = 1:39.1 W2 T1 W2 B1 W3 W3 W2 T2 B2 W1 W1 W2 W1 W1 A B C D E F G H M L K J I N O P Q R S T U V W 4x4 2x4 4x6 2x4 3x6 3x5 4x4 4x8 2x4 4x5 2x4 3x8 4x4 4-7-4 4-7-4 13-7-12 9-0-8 22-10-0 9-2-4 2-4-8 2-4-8 4-7-4 2-2-12 9-1-8 4-6-4 13-7-12 4-6-4 18-2-0 4-6-4 22-10-0 4-8-0 4-0-2 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.72 0.93 0.93 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.64 0.04 (loc) I-J I-JI l/defl >515 >340 n/a L/d 240 180 n/a PLATES MT20 Weight: 151 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applieed or 5-11-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt D-L REACTIONS (lb/size) I = 1300/0-1-9 0-5-8 L = 4903/0-5-13 (input: 0-5-8) Max Uplift I = -144(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-M = -564/0 A-N = -19/11 B-N = -19/11 B-O = 0/1061 C-O = 0/1061 C-P = 0/1061 D-P = 0/1061 D-Q = -1683/70 Q-R = -1683/70 E-R = -1683/70 E-F = -1683/70 F-S = -1683/70 G-S = -1683/70 G-T = -62/0 H-T = -62/0 H-I = -297/69 BOT CHORD M-U = -361/0 L-U = -361/0 K-L = 0/1283 K-V = 0/1283 J-V = 0/1283 J-W = -136/1246 I-W = -136/1246 WEBS B-M = 0/690 B-L = -1372/0 C-L = -1750/0 D-L = -2911/0 D-J = -272/513 F-J = -478/217 G-J = 0/560 G-I = -1565/182 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DDOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) WARNING: Required bearing size at joint(s) L greater than input bearing size. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 lb uplift at joint I. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysiis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Q=-424, H-Q=-124, I-M=-20 NOTE: DO NOT TURN END FOR END *UP NOTE: DO NOT INSTALL TURNED UPSIDE DOWN. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during constructionn is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R117 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378363 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:20 2010 Page 1 Scale = 1:36.6 W2 T1 W2 B1 W3 W2 W1 W1 W2 W1 W1 T2 B2 A B C D E F G L K J I H M N O P Q R S T 1.5x4 4x5 4x6 2x4 3x6 3x5 3x9 2x4 4x4 2x4 3x8 4x4 3-0-0 3-0-0 3-1-12 0-1-12 12-1-6 8-11-10 21-2-11 9-1-6 3-1-12 3-1-12 7-7-9 4-5-13 12-1-6 4-5-13 16-7-2 4-5-13 21-2-11 4-7-9 4-0-10 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.65 0.92 0.97 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.41 -0.62 -0.04 (loc) H-I H-I K l/defl >526 >349 n/a L/d 240 180 n/a PLATES MT20 Weight: 140 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied oor 5-8-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt C-K REACTIONS (lb/size) H = 1348/0-1-9 0-5-8 K = 3911/0-4-10 0-5-8 Max Uplift H = -134(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-L = -100/243 A-M = 0/442 B-M = 0/442 B-N = 0/442 C-N = 0/442 C-O = -1776/50 D-O = -1776/50 D-E = -1776/50 E-P = -1776/50 F-P = -1776/50 F-Q = -60/0 G-Q = -60/0 G-H = -296/69 BOT CHORD L-R = -10/10 K-R = -10/10 J-K = 0/1483 J-S = 0/1483 I-S = 0/1483 I-T = -120/1285 H-T = -120/1285 WEBS A-K = -698/0 B-K = -1893/0 C-K = -2327/0 C-I = -313/379 D-I = -449/241 F-I = 0/635 F-H = -1628/162 NOTES (9-10) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint H. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-424, C-G=-124, H-L=-20 UPNOTE: DO NOT TURN END FOR END * WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality ccontrol, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R118 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378364 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:21 2010 Page 1 Scale = 1:69.1 W1 T1 W12 B1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 T3 T2 B2 B3 A B C D E F G H I Q P O N M L K J RS T U V W X Y Z AA AB AC AD AE 5x8 6x8 3x6 3x4 4x10 5x12 MT20H WB 5x10 5x6 3x7 3x6 3x5 3x5 3x7 4x7 5x12 MT20H 3x7 5x12 MT20H WB 4x8 8-2-6 8-2-6 16-4-13 8-2-6 24-7-3 8-2-6 32-9-10 8-2-6 41-0-0 8-2-6 6-10-0 6-10-0 13-8-0 6-10-0 20-6-0 6-10-0 27-4-0 6-10-0 35-0-0 7-8-0 41-0-0 6-0-0 4-1-0 1-2-03-2-12 0.25 12 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.99 0.90 0.99 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.57 -1.38 0.27 (loc) M-N M-NJ l/defl >858 >354 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 2213 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T3: 2 X 4 SYP No.1, T2: 2 X 4 SYP SS BOT CHORD 2 X 4 SYP SS *Except* B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W1,W2,W11: 2 X 4 SYP No.2 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-2-5 oc bracing. WEBS 1 Row at midpt B-Q, C-P, F-K 2 Rows at 1/3 pts H-J REACTIONS (lb/size) J = 2274/0-3-14 (input: 0-3-8) S = 1735/0-1-8 0-5-4 Max Horz S = -39(LC 25) Max Uplift J = -709(LC 25) S = -1043(LC 24) Max Grav J = 3264(LC 20) S = 2552(LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD Q-R = -946/2349 A-R = -946/2349 A-T = -747/549 B-T = -1445/1248 B-U = -4245/1437 C-U = -4934/2119 C-D = -6076/1295 D-V = -6313/1735 E-V = -7002/2418 E-W = -6564/14445 F-W = -7234/2102 F-X = -5422/1182 G-X = -4669/458 G-Y = -4801/553 H-Y = -5445/1185 TOP CHORD H-Z = -1236/1145 I-Z = -607/554 I-J = -527/0 BOT CHORD Q-AA = -1606/4192 P-AA = -1165/3599 O-P = -1860/5993 O-AB = -1249/5382 N-AB = -2069/6202 N-AC = -1612/6751 M-AC = -2544/7571 L-M = -1120/6418 L-AD = -1725/6732 K-AD = -2550/7562 K-AE = -841/4595 J-AE = -1647/5400 WEBS B-Q = -4486/1926 B-P = -818/1966 C-P = -3126/1586 C-N = -822/1580 E-N = -1703/1148 E-M = -1154/1299 F-M = -974/1172 F-K = -2981/2102 H-K = -1207/2067 H-J = -5999/1886 A-S = -2585/1057 R-S = -134/415 NOTES (14-15) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loaads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) WARNING: Required bearing size at joint(s) J greater than input bearing size. 8) Bearing at joint(s) S considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 709 lb uplift at joint J and 1043 lb uplift at joint S. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) This truss hass been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 41-0-0 for 200.0 plf. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-Y=-64, I-Y=-144, J-Q=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of buildding designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R118G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378365 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:23 2010 Page 1 Scale = 1:68.9 W1 T1 W8 B1 ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8 ST9 ST10 ST11 ST12 ST13 ST14 ST15 ST16 ST17 ST18 ST19 W2 W3 W4 W5 W6 W7 T1 T2 B2 B3 B1 T3 A B C D E F G H I J K L M N O P Q R S T U V W X AW AV AU AT AS AR AQ AP AO AN AM AL AK AJ AI AH AG AF AE AD AC AB AA Z Y AX 2x4 5x8 2x4 3x6 2x4 3x7 5x5 7x6 1.5x4 1.5x4 1.5x4 3x7 5x5 7x6 1.5x4 1.5x4 6x6 3x7 5x5 7x6 1.5x4 1.5x4 1.5x4 3x7 5x6 7x6 1.5x4 1.5x4 3x7 6x6 7x6 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 3x7 7x6 7x6 1.5x4 1.5x4 1.5x4 4x8 3x6 6x6 3x6 3x6 41-0-0 41-0-0 41-0-0 41-0-0 4-1-0 3-2-12 0.25 12 Plate Offsets (X,Y): [L:0-3-0,Edge] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPII2002 CSI TC BC WB (Matrix)0.64 0.40 0.96 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.01 (loc) - - AA l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 260 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 *Except* BL1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-4-4 oc bracing. REACTIONS (lb/size) AW = 54/0-4-12 41-0-0 Y = 12/0-4-12 41-0-0 AV = 153/0-4-12 41-0-0 AU = 172/0-4-12 41-0-0 AT = 167/0-4-12 41-0-0 AS = 167/0-4-12 41-0-0 AR = 165/0-4-12 41-0-0 AP = 168/0-4-12 41-0-0 AO = 171/0-4-12 41-0-0 AN = 168/0-4-12 41-0-0 AM = 168/0-4-12 41-0-0 AK = 169/0-4-12 41--0-0 AJ = 167/0-4-12 41-0-0 AI = 168/0-4-12 41-0-0 AH = 169/0-4-12 41-0-0 AG = 167/0-4-12 41-0-0 AF = 168/0-4-12 41-0-0 AD = 168/0-4-12 41-0-0 AC = 168/0-4-12 41-0-0 AB = 170/0-4-12 41-0-0 AA = 171/0-4-12 41-0-0 Z = 138/0-4-12 41-0-0 Max Horz AW = -68(LC 24) Max Uplift AW = -159(LC 24) Max Uplift Y = -122(LC 25) AV = -1859(LC 24) AU = -1985(LC 25) AT = -85(LC 24) AS = -2042(LC 24) AR = -2069(LC 25) AP = -76(LC 24) AO = -2115(LC 24) AN = -2150(LC 25) AM = -91(LC 24) AK = -2192(LC 24) AJ = -2242(LC 25) AI = -94(LC 24) AH = -2385(LC 24) AG = -2421(LC 25) AF = -72(LC 25) AD = -73(LC 25) AC = -119(LC 24) AB = -2599(LC 24) AA = -2649(LC 25) Z = -143(LC 24) Max Grav AW = 200(LC 21) Y = 132(LC 20) AV = 1968(LC 21) AU = 2148(LC 20) AT = 224(LC 21) AS = 2168(LC 21) AR = 2220(LC 20) AP = 215(LC 21) AO = 2247(LC 21) AN = 2299(LC 20) AM = 230(LC 21) AK = 2325(LC 21) AJ = 2389(LC 20) AI = 234(LC 21) AH = 2518(LC 21) AG = 2567(LC 20) Max Grav AF = 211(LC 20) AD = 212(LC 20) AC = 259(LC 21) AB = 2733(LC 21) AA = 2799(LC 20) Z = 258(LC 21) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD AW-AX= -162/136 A-AX = -160/135 A-B = -282/280 B-C = -794/804 C-D = -393/401 D-E = -410/413 E-F = -739/751 F-G = -338/348 G-H = -461/466 H-I = -758/769 I-J = -358/367 J-K = -438/444 K-L = -883/893 L-M = -484/523 M-N = -482/490 N-O = -315/320 O-P = -1185/1194 P-Q = -783/790 Q-R = -566/572 R-S = -384/391 S-T = -413/416 T-U = -817/816 U-V = -938/942 V-W = -536/539 W-X = -135/120 X-Y = -62/56 BOT CHORD AV-AW= -277/316 AU-AV = -677/716 AT-AU = -393/421 AS-AT = -406/434 AR-AS = -806/834 AQ-AR= -340/360 AP-AQ = -140/160 AO-AP= -466/483 AN--AO = -866/883 AM-AN= -366/378 AL-AM = -244/256 AK-AL = -444/456 AJ-AK = -844/856 AI-AJ = -489/496 AH-AI = -320/327 AG-AH= -720/727 AF-AG = -789/793 AE-AF = -389/393 AD-AE = -173/176 AC-AD= -418/421 AB-AC = -818/821 AA-AB = -1218/1221 Z-AA = -538/538 Y-Z = -138/138 WEBS B-AV = -1964/1910 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabricationn, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R118G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378365 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:23 2010 Page 2 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD AW-AX= -162/136 A-AX = -160/135 A-B = -282/280 B-C = -794/804 C-D = -393/401 D-E = -410/413 E-F = -739/751 F-G = -338/348 G-H = -461/466 H-I = -758/769 I-J = -358/367 J-K = -438/444 K-L = -883/893 L-M = -484/523 M-N = -482/490 N-O = -315/320 O-P = -1185/1194 P-Q = -783/790 Q-R = -566/572 R-S = -384/391 S-T = -413/416 T-U = -817/816 U-V = -938/942 V-W = -536/539 W-X = -135/120 X-Y = -62/56 BOT CHORD AV-AW= -277/316 AU-AV = -677/716 AT-AU = -393/421 AS-AT = -406/434 AR-AS = -806/834 AQ-AR = -340/360 AP-AQ = -140/160 AO-AP = -466/483 AN-AO = -866/883 AM-AN= -366/378 AL-AM = -244/256 AK-AL = -444/456 AJ-AK = -844/856 AI-AJ = -489/496 AH-AI = -320/327 AG-AH = -720/727 AF-AG = -789/793 AE-AF = -389/393 AD-AE = -173/176 AC-AD D = -418/421 AB-AC = -818/821 AA-AB = -1218/1221 Z-AA = -538/538 Y-Z = -138/138 WEBS C-AU = -207/127 D-AT = -186/107 E-AS = -2128/2061 F-AR = -193/116 G-AP = -175/96 H-AO = -2207/2135 I-AN = -183/104 J-AM = -190/111 K-AK = -2285/2212 M-AJ = -188/108 N-AI = -194/114 O-AH = -2478/2405 P-AG = -216/137 R-AF = -171/92 S-AD = -173/93 T-AC = -219/140 U-AB = -2691/2617 V-AA = -226/143 W-Z = -150/86 B-AU = -2300/2277 E-AR = -2388/2372 H-AN = -2476/2464 K-AJ = -2607/2598 O-AG = -2876/2868 U-AA = -3202/3196 NOTES (14-15) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 159 lb uplift at joint AW, 122 lb uplift at joint Y, 1859 lb uplift at joint AV, 1985 lb uplift at joint AU, 85 lb uplift at joint AT, 2042 lb uplift at joint AS, 2069 lb uplift at joint AR, 76 lb uplift at joint AP, 2115 lb uplift at joint AO, 2150 lb uplift at joint AN, 91 lb uplift at joint AM, 2192 lb uplift at joint AK, 2242 lb uplift at joint AJ, 994 lb uplift at joint AI, 2385 lb uplift at joint AH, 2421 lb uplift at joint AG, 72 lb uplift at joint AF, 73 lb uplift at joint AD, 119 lb uplift at joint AC, 2599 lb uplift at joint AB , 2649 lb uplift at joint AA and 143 lb uplift at joint Z. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 41-0-0 for 200.0 plf. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND IINCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R119 Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378366 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:25 2010 Page 1 Scale = 1:79.7 W1 T1 W9 B1 ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8 ST9 ST10 ST11 ST12 ST13 ST14 ST15 ST16 ST17 ST18 ST19 ST20 ST21 ST22 ST23 BL1 W2 W3 T3 T1 T2 B2 B1 B1 T3 A B C D E F G H I J K L M N O P Q R S T U V W X Y Z AZ AY AX AW AV AU AT AS AR AQ AP AO AN AM AL AK AJ AI AH AG AF AE AD AC AB AA BA 3x4 5x8 6x12 3x4 3x6 4x7 3x7 6x6 7x6 3x7 7x6 3x7 6x6 7x6 6x6 3x7 5x6 7x6 6x6 3x7 5x6 7x10 6x6 3x7 4x6 7x6 2x6 4x5 4x6 48-1-6 48-1-6 48-1-6 48-1-6 4-1-0 3-1-0 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.62 0.45 0.90 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.04 (loc) - - AA l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 WWeight: 296 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 *Except* BL1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 5-9-13 oc bracing: AT-AU 5-7-6 oc bracing: AO-AP 5-2-9 oc bracing: AK-AL 5-10-15 oc bracing: AH-AI 4-11-5 oc bracing: AG-AH 5-6-1 oc bracing: AD-AE 5-6-9 oc bracing: AA-AB. REACTIONS (lb/size) AZ = 61/0-5-10 48-1-6 AA = 68/0-5-10 48-1-6 AY = 160/0-5-10 48-1-6 AX = 172/0-5-10 48-1-6 AW = 168/0-5-10 48-1-6 AV = 168/0-5-10 48-1-6 AU = 166/0-5-10 48-1-6 AT = 171/0-5-10 48-1-6 AR = 167/0-5-10 48-1-6 AQ = 174/0-5-10 48-1-6 AP = 166/0-5-10 48-1-6 AO = 163/0-5-10 48-1-6 AN = 172/0-5-10 48-1-6 AM = 166/0-5-10 48-1-6 AL = 169/0-5-10 48-1-6 AK = 172/0-5-10 48-1-6 AJ = 162/0-5-10 48-1-6 AI = 169/0-5-10 48-1-6 AH = 171/0-5-10 48-1-6 AG = 171/0-5-10 48-1-6 AF = 167/0-5-10 48-1-6 AE = 165/0-5-10 48-1-6 AD = 167/0-5-10 48-1-6 AC = 164/0-5-10 48-1-6 AB = 184/0-5-10 48-1-6 Max Horz AZ = -121(LC 23) Max Uplift AZ = -151(LC 23) AA = -1606(LC 24) AY = -2294(LC 23) AX = -2369(LC 24) AW = -113(LC 24) AV = -137(LC 23) AU = -2491(LC 23) AT = -2517(LC 24) AR = -105(LC 24) AQ = -121(LC 23) AP = -2556(LC 23) AO = -2583(LC 24) AN = -93(LC 24) AM = -110(LC 23) AL = -2345(LC 23) AK = -2368(LC 24) AJ = -106(LC 24) AI = -113(LC 23) AH = -2076(LC 23) AG = -2140(LC 24) AF = -101(LC 23) AE = -1789(LC 23) AD = -1841(LC 24) AC = -60(LC 23) AB = -1613(LC 23) Max Grav AZ = 197(LC 20) AA = 1657(LC 13) AY = 2404(LC 20) AX = 2539(LC 19) AW = 255(LC 19) AV = 278(LC 20) Maax Grav AU = 2616(LC 20) AT = 2676(LC 19) AR = 246(LC 19) AQ = 267(LC 20) AP = 2686(LC 20) AO = 2733(LC 19) AN = 239(LC 19) AM = 250(LC 20) AL = 2478(LC 20) AK = 2520(LC 19) AJ = 243(LC 19) AI = 255(LC 20) AH = 2215(LC 20) AG = 2290(LC 19) AF = 240(LC 20) AE = 1924(LC 20) AD = 1988(LC 19) AC = 201(LC 20) AB = 1751(LC 20) FORCES (lb) Maximum Compression/Maximu m Tension TOP CHORD AZ-BA = -156/124 A-BA = -151/120 A-B = -332/331 B-C = -967/980 C-D = -566/576 D-E = -228/235 E-F = -631/636 F-G = -795/8009 G-H = -705/719 H-I = -394/406 I-J = -399/407 J-K = -826/833 K-L = -698/711 L-M = -321/333 M-N = -473/480 N-O = -878/882 O-P = -595/609 P-Q = -200/207 Q-R = -598/603 R-S = -1000/1003 S-T = -443/449 T-U = -380/386 U-V = -755/756 V-W = -483/487 W-X = -319/315 X-Y = -719/717 Y-Z = -382/383 Z-AA = -59/36 BOT CHORD AY-AZ = -331/375 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R119 Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378366 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:25 2010 Page 2 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD AZ-BA = -156/124 A-BA = -151/120 A-B = -332/331 B-C = -967/980 C-D = -566/576 D-E = -228/235 E-F = -631/636 F-G = -795/809 G-H = -705/719 H-I = -394/406 I-J = -399/407 J-K = -826/833 K-L = -698/711 L-M = -321/333 M-N = -473/480 N-O = -878/882 O-P = -595/609 P-Q = -200/207 Q-R = -598/603 R-S = -1000/1003 S-T = -443/449 T-U = -380/386 U-V = -755/756 V-W = -483/487 W-X = -319/315 X-Y = -719/717 Y-Z = -382/383 Z-AA = -59/36 BOT CHORD AX-AY = -731/775 AW-AX= -573/602 AV-AW= -235/265 AU-AV = -635/665 AT-AU = -1035/1065 AS-AT = -403/423 AR-AS = -204/223 AQ-AR = -408/427 AP-AQ = -808/827 AO-AP = -1112/1134 AN-AO = -326/340 AM-AN= -501/516 AL-AM = -886/898 AK-AL = -1286/1298 AJ-AK = -204/213 AI-AJ = -604/613 AH-AI = -1004/1013 AGG-AH = -1427/1436 AF-AG = -364/366 AE-AF = -756/761 AD-AE = -1156/1161 AC-AD = -317/319 AB-AC = -717/717 AA-AB = -1109/1113 WEBS B-AY = -2403/2349 C-AX = -241/160 D-AW = -214/132 E-AV = -237/156 F-AU = -2576/2511 H-AT = -236/155 I-AR = -206/125 J-AQ = -227/141 K-AP = -2647/2578 L-AO = -215/138 M-AN = -197/114 N-AM = -210/130 O-AL = -2440/2365 P-AK = -232/150 Q-AJ = -203/126 R-AI = -215/133 S-AH = -2173/2097 T-AG = -177/92 U-AF = -202/120 V-AE = -1884/1810 W-AD = -193/110 X-AC = -166/84 Y-AB = -1692/1619 B-AX = -2786/2756 F-AT = -2950/2932 K-AO = -2994/2980 O-AK = -2824/2814 S-AG = -2565/2560 Y-AA = -1933/1932 V-AD = -2219/2215 NOTES (15-16) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry GGable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 2x4 MT20 unless otherwise indicated. 7) Gable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 151 lb uplift at joint AZ, 1606 lb uplift at joint AA, 2294 lb uplift at joint AY, 2369 lb uplift at joint AX, 113 lb uplift at joint AW, 137 lb uplift at joint AV, 24491 lb uplift at joint AU, 2517 lb uplift at joint AT, 105 lb uplift at joint AR, 121 lb uplift at joint AQ, 2556 lb uplift at joint AP, 2583 lb uplift at joint AO, 93 lb uplift at joint AN, 110 lb uplift at joint AM, 2345 lb uplift at joint AL, 2368 lb uplift at joint AK, 106 lb uplift at joint AJ, 113 lb uplift at joint AI, 2076 lb uplift at joint AH, 2140 lb uplift at joint AG, 101 lb uplift at joint AF, 1789 lb uplift at joint AE, 1841 lb uplift at joint AD, 60 lb uplift at joint AC and 1613 lb uplift at joint AB. 12) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 48-1-6 for 200.0 plf. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) NOTE: Refer to attach Trussway Notes, Apppendices and T-1 sheet for more information. 16) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 94411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R120 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378367 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:27 2010 Page 1 Scale = 1:66.7 W1 T1 W12 B1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 T2 T3 B2 B3 A B C D E F G H I Q P O N M L K J RS T U V W X Y Z AA AB AC AD 5x7 5x8 3x6 3x5 3x9 5x12 MT20H WB 4x6 4x4 3x4 3x4 3x4 3x4 3x4 3x5 3x9 3x7 5x12 MT20H WB 4x8 7-11-2 7-11-2 15-10-3 7-11-2 23-9-5 7-11-2 31-8-6 7-11-2 39-7-8 7-11-2 6-7-4 6-7-4 13-2-8 6-7-4 19-9-12 6-7-4 26-5-0 6-7-4 33-0-4 6-7-4 39-7-8 6-7-4 4-0-11 1-2-03-2-12 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.94 0.90 0.98 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.45 -1.14 0.24 (loc) M-N M-NJ l/defl >999 >414 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 208 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP SS *Except* T1: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP SS *Except* B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W1: 2 X 4 SYP No.2 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-10-2 oc bracing. WEBS 1 Row at midpt B-Q, C-P, F-K 2 Rows at 1/3 pts H-J REACTIONS (lb/size) J = 2079/0-2-12 0-3-8 S = 1651/0-1-8 0-5-4 Max Horz S = -37(LC 8) Max Uplift J = -78(LC 8) S = -468(LC 8) Max Grav J = 2306(LC 4) S = 1873(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD Q-R = -374/1676 A-R = -374/1676 A-T = -247/69 B-T = -252/68 B-U = -3318/795 C-U = -3323/794 C-D = -5273/1211 D-V = -5274/1211 E-V = -5279/1211 E-W = -5621/1198 F-W = -5626/11997 F-G = -4185/622 G-H = -4191/621 H-X = -112/0 X-Y = -117/0 TOP CHORD I-Y = -124/0 I-J = -570/0 BOT CHORD Q-Z = -700/2894 P-Z = -700/2894 O-P = -1164/4850 O-AA = -1164/4850 N-AA = -1164/4850 N-AB = -1319/5745 M-AB = -1319/5745 L-M = -1149/5404 L-AC = -1149/5404 K-AC = -1149/5404 K-AD = -508/3799 J-AD = -508/3799 WEBS B-Q = -3094/779 B-P = -190/1237 C-P = -1837/478 C-N = -41/701 E-N = -618/172 E-M = -176/183 F-M = -50/375 F-K = -1427/629 H-K = -264/978 H-J = -4092/599 A-S = -1899/476 R-S = -49/315 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate draainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) S considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 78 lb uplift at joint J and 468 lb uplift at joint S. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Apppendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-X=-64, I-X=-144, J-Q=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding g fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R120G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378368 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:28 2010 Page 1 Scale = 1:66.6 W1 T1 W7 B1 ST1 ST2 ST3 ST4 ST5 ST6 ST7 ST8 ST9 ST10 ST11 ST12 ST13 ST14 ST15 ST16 ST17 ST18 ST19 T1 T2 B1 B1 W2 W3 W4 W5 W6 B2 T3 A B C D E F GH I J K L M N O P Q R S T U V AR AQ AP AO AN AM AL AK AJ AI AH AG AF AE AD AC AB AA Z Y X W AS 2x4 5x8 7x10 2x4 3x6 3x7 4x7 5x6 6x6 7x6 6x6 6x6 3x7 7x6 7x6 6x6 6x6 7x6 4x7 7x6 4x8 3x7 7x6 39-7-8 39-7-8 39-7-8 39-7-8 4-0-11 3-2-12 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.80 0.50 0.97 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.02 (loc) - - W l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 245 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 22 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 *Except* W3: 2 X 4 SYP No.2 OTHERS 2 X 4 SYP No.3 *Except* BL1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 4-10-9 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: 5-7-6 oc bracing: AJ-AK 5-10-15 oc bracing: AF-AG 4-11-11 oc bracing: AE-AF,W-X 5-0-10 oc bracing: AA-AB 5-11-7 oc bracing: X-Y. REACTIONS (lb/size) AR = 35/0-4-9 39-7-8 W = 62/0-4-9 39-7-8 X = 179/0-4-9 39-7-8 Y = 166/0-4-9 39-7-8 Z = 168/0-4-9 39-7-8 AA = 165/0-4-9 39-7-8 AB = 170/0-4-9 39-7-8 AC = 168/0-4-9 39-7-8 AD = 168/0-4-9 39-7-8 AE = 168/0-4-9 39-7-8 AF = 168/0-4-9 39-7-8 AG = 168/0-4-9 39-7-8 AH = 168/0-4-9 39-7-8 AI = 168/0-4-9 39-7-8 AJ = 172/0-4-9 39-7-8 AK = 164/0-4-9 39-7-8 AM = 168/0-4-9 39-7-8 AN = 168/0-4-9 39-7-8 AO = 167/0-4-9 39-7-8 AP = 174/0-4-9 39-7-8 AQ = 138/0-4-9 39-7-8 AR = 35/0-4-9 39-7-8 W = 62/0-4-9 39-7-8 X = 179/0-4-9 39-7-8 Y = 166/0-4-9 39-7-8 Z = 168/0-4-9 39-7-8 AA = 165/0-4-9 39-7-8 AB = 170/0-4-9 39-7-8 AC = 168/0-4-9 39-7-8 AD = 168/0-4-9 39-7-8 AE = 168/0-4-9 39-7-8 AF = 168/0-4-9 39-7-8 AG = 168/0-4-9 39-7-8 AH = 168/0-4-9 39-7-8 AI = 168/0-4-9 39-7-8 AJ = 172/0-4-9 39-7-8 AK = 164/0-4-9 39-7-8 AM = 168/0-4-9 39-7-8 AN = 168/0-4-9 39-7-8 AO = 167/0-4-9 39-7-8 AP = 174/0-4-9 39-7-8 AQ = 138/0-4-9 39-7-8 Max Horz AR = -133(LC 25) Max Uplift AR = -303(LC 24) W = -2174(LC 25) X = -2165(LC 24) Y = -101(LC 24) Z = -97(LC 25) AA = -2499(LC 25) AB = -2460(LC 24) AC = -127(LC 24) AD = -109(LC 25) AE = -2728(LC 25) AF = -2689(LC 24) AG = -127(LC 24) AH = -73(LC 25) AI = -81(LC 25) AJ = -3007(LC 25) AK = -2963(LC 24) Max Upplift AM = -140(LC 24) AN = -78(LC 25) AO = -83(LC 25) AP = -2513(LC 25) AQ = -2259(LC 24) Max Grav AR = 326(LC 21) W = 2231(LC 20) X = 2307(LC 21) Y = 239(LC 21) Z = 237(LC 20) AA = 2643(LC 20) AB = 2594(LC 21) AC = 266(LC 21) AD = 249(LC 20) AE = 2877(LC 20) AF = 2819(LC 21) AG = 265(LC 21) AH = 212(LC 20) AI = 221(LC 20) AJ = 3164(LC 20) AK = 3085(LC 21) AM = 279(LC 21) AN = 218(LC 20) AO = 221(LC 20) AP = 2680(LC 20) AQ = 2354(LC 21) FORCES (lb) Maximum Compression/Maximum Tension TOP CHORD AR-AS = -269/253 A-AS = -266/250 A-B = -193/192 B-C = -1207/1219 C-D = -804/814 D-E = -404/406 E-F = -392/398 F-G = -798/800 G-H = -940/951 H-I = -866/878 I-J = -538/548 J-K = -261/267 K-L = -658/662 L-M = -1061/1063 M-N = -610/618 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additiional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R120G Truss Type GABLE Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378368 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:29 2010 Page 2 FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD N-O = -208/214 O-P = -589/592 P-Q = -990/991 Q-R = -617/622 R-S = -215/218 S-T = -583/583 T-U = -986/984 U-V = -356/357 V-W = -70/40 BOT CHORD AQ-AR = -142/179 AP-AQ = -471/508 AO-AP = -920/944 AN-AO = -513/538 AM-AN= -299/323 AL-AM = -468/364 AK-AL = -705/729 AJ-AK = -1112/1136 AI-AJ = -626/639 AH-AI = -219/233 AG-AH = -598/612 AF-AG = -1005/1019 AE-AF = -1411/1425 AD-AE = -264/272 AC-AD = -554/562 AB-AC = -960/968 AA-AB = -1366/1374 Z-AA = -241/246 Y-Z = -571/575 X-Y = -978/941 W-X = -1354/1359 WEBS U-X = -2242/2164 T-Y = -205/127 S-Z = -198/119 R-AA = -224/145 Q-AB = -2553/2480 P-AC = -226/148 O-AD = -209/129 N-AE = -234/156 M-AF = -2779/2709 L-AG = -225/147 K-AH = -172/93 J-AI = -181/101 I-AJ = -240/161 G-AK = -30455/2983 F-AM = -239/161 E-AN = -178/99 D-AO = -179/101 C-AP = -265/184 B-AQ = -2378/2333 U-W = -2546/2541 Q-AA = -3005/2998 M-AE = -3245/3233 B-AP = -2973/2946 G-AJ = -3530/3512 NOTES (15-16) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) All plates are 1.5x4 MT20 unless otherwise indicated. 7) Gaable requires continuous bottom chord bearing. 8) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 9) Gable studs spaced at 2-0-0 oc. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 303 lb uplift at joint AR, 2174 lb uplift at joint W, 2165 lb uplift at joint X, 101 lb uplift at joint Y, 97 lb uplift at joint Z, 2499 lb uplift at joint AA, 2460 lb uplift at joint AB, 127 lb uplift at joint AC, 109 lb uplift at joint AD, 2728 lb uplift at joint AE, 2689 lb uplift at joint AF, 127 lb uplift at joint AG, 73 lb uplift at joint AH, 81 lb uplift at joint AI, 3007 lb uplift at joint AJ, 2963 lb uplift at joint AK, 140 lb uplift at joint AM, 78 lb uplift at joint AN, 83 lb uplift at joint AO, 2513 lb uplift at joint AP and 2259 lb uplift at joint AQ. 12) This truss is designed in accordance with the 20006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 13) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 39-0-0 for 203.2 plf. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 16) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building ddesigner - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R121 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378369 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:30 2010 Page 1 Scale = 1:70.2 W1 T1 W12 B1 W2 W3 W4 W5 W6 W7 W8 W9 W10 W11 T2 T3 B2 B3 A B C D E F G H I Q P O N M L K J RS T U V W X Y Z AA AB AC AD 5x8 6x8 3x6 2x6 7x10 5x12 MT20H WB 4x10 4x6 3x7 4x4 3x5 3x5 3x7 4x7 5x12 MT20H 3x7 5x12 MT20H WB 4x8 8-3-14 8-3-14 16-7-13 8-3-14 24-11-11 8-3-14 33-3-10 8-3-14 41-7-8 8-3-14 6-11-4 6-11-4 13-10-8 6-11-4 20-9-12 6-11-4 27-9-0 6-11-4 34-8-4 6-11-4 41-7-8 6-11-4 4-1-3 1-2-03-2-12 0.25 12 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.92 0.90 1.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.61 -1.37 0.26 (loc) M-N M-NJ l/defl >806 >361 n/a L/d 240 180 n/a PLATES MT20 MT20H H Weight: 216 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T2: 2 X 4 SYP SS BOT CHORD 2 X 4 SYP SS *Except* B1: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W1,W2: 2 X 4 SYP No.2 W11: 2 X 4 SYP No.1 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 3-9-0 oc bracing. WEBS 1 Row at midpt C-P, F-K 2 Rows at 1/3 pts B-Q, H-J REACTIONS (lb/size) J = 1733/0-3-4 0-3-8 S = 1701/0-1-8 0-5-4 Max Horz S = -39(LC 8) Max Uplift J = -1288(LC 25) S = -1112(LC 24) Max Grav J = 2731(LC 20) S = 2524(LC 21) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD Q-R = -1014/2316 A-R = -1014/2316 A-T = -753/566 B-T = -1463/1277 B-U = -4228/1611 C-U = -4928/2304 C-D = -5741/1616 D-V = -6207/2076 E-V = -6908/2771 E-W = --6279/1932 F-W = -6974/2615 F-X = -4965/1885 G-X = -4276/1190 TOP CHORD G-H = -4823/1730 H-Y = -1412/1370 I-Y = -661/592 I-J = -325/110 BOT CHORD Q-Z = -1750/4185 P-Z = -1309/3590 O-P = -2135/5913 O-AA = -1525/5307 N-AA = -2360/6139 N-AB = -2025/6584 M-AB = -2987/7416 L-M = -1655/6118 L-AC = -2248/6395 K-AC = -3121/7237 K-AD = -1317/4575 J-AD = -2519/5393 WEBS B-Q = -4466/2081 B-P = -891/1923 C-P = -3068/1727 C-N = -916/1520 E-N = -1628/1272 E-M = -1292/1214 F-M = -901/1290 F-K = -3122/1941 H-K = -967/1905 H-J = -5844/2924 A-S = -2556/1126 R-S = -143/410 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads havee been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Bearing at joint(s) S considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1288 lb uplift at joint J and 1112 lb uplift at joint S. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) This truss has been designed for a total drag load of 200 plf. Lumber DOL=(1.33) Plate grip DOL=(1.33)) Connect truss to resist drag loads along bottom chord from 0-0-0 to 41-7-8 for 200.0 plf. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R122 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378370 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:30 2010 Page 1 Scale = 1:20.8 W1 T1 W5 B1 W2 W3 W4 A B C F E D G H I J 4x4 1.5x4 2x4 3x4 7x6 3x6 3-2-8 3-2-8 6-5-0 3-2-8 3-2-8 3-2-8 6-5-0 3-2-8 3-2-14 3-1-4 0.25 12 412 Plate Offsets (X,Y): [E:0-3-0,0-4-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.38 0.51 0.54 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.02 -0.04 0.00 (loc) E-F E-FD l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 46 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb//size) F = 1788/0-2-2 0-3-8 D = 1788/0-2-2 0-3-8 Max Horz F = -6(LC 7) Max Uplift F = -556(LC 7) D = -551(LC 7) Max Grav F = 1796(LC 4) D = 1796(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-F = -282/44 A-G = -1/3 B-G = -4/0 B-H = -1162/357 C-H = -1164/357 C-D = -1147/369 BOT CHORD F-I = -356/1162 E-I = -356/1162 E-J = 0/0 D-J = 0/0 WEBS B-F = -1574/489 B-E = -205/854 C-E = -476/1558 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) PProvide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 556 lb uplift at joint F and 551 lb uplift at joint D. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceeptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-C=-64, D-F=-520(F=-500) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Deparrtment 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 All girder trusses need to be a minimum of 2 plys per plans and specs. Job 14290R Truss R123 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378371 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:31 2010 Page 1 Scale = 1:19.7 W2 T1 W1 B1 ST1 ST2 ST3 ST4 BL1A B C D E F L K J I H G M 1.5x4 5x8 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 1.5x4 4x6 10-10-8 10-10-8 10-10-8 10-10-8 2-6-6 2-9-2 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.11 0.07 0.03 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a -0.00 (loc) - - G l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 53 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 *Except* BL1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Riggid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) L = 91/0-1-8 10-10-8 G = 67/0-1-8 10-10-8 H = 173/0-1-8 10-10-8 I = 169/0-1-8 10-10-8 J = 159/0-1-8 10-10-8 K = 201/0-1-8 10-10-8 Max Horz L = 10(LC 7) Max Uplift L = -23(LC 7) G = -28(LC 7) H = -45(LC 7) I = -55(LC 7) J = -46(LC 7) K = -71(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD L-M = -71/36 A-M = -70/36 A-B = -5/0 B-C = -5/0 C-D = -5/1 D-E = -5/3 E-F = -5/5 F-G = -50/31 BOT CHORD K-L = -5/3 J-K = -5/3 I-J = -5/3 H-I = -5/3 G-H = -5/3 WEBS E-H = -133/71 WEBS D-I = -129/74 C-J = -121/67 B-K = -153/91 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft;; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Prrovide mechanical connection (by others) of truss to bearing plate capable of withstanding 23 lb uplift at joint L , 28 lb uplift at joint G, 45 lb uplift at joint H, 55 lb uplift at joint I, 46 lb uplift at joint J and 71 lb uplift at joint K. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Appliccability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R124 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378372 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:31 2010 Page 1 Scale = 1:17.7 W2 T1 W1 B1 ST1 A B C F E D 2x3 2x3 2x3 1.5x4 2x3 1.5x4 3-7-8 3-7-8 3-7-8 3-7-8 2-9-12 2-10-11 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.06 0.04 0.02 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - D l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 21 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F = 54/0-1-8 3-7-8 D = 72/0-1-8 3-7-8 E = 154/0-1-8 3-7-8 Max Horz F = 3(LC 7) Max Uplift F = -15(LC 7) D = -25(LC 7) E = -47(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-F = -40/20 A-B = -5/1 B-C = -6/2 C-D = -54/31 BOT CHORD E-F = -3/4 D-E = -3/4 WEBS B-E = -120/69 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 15 lb uplift at joint F, 25 lb uplift at joint D and 47 lb uplift at joint E. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more informaation. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R125 Truss Type MONO TRUSS Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378373 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:31 2010 Page 1 Scale = 1:17.5 W2 T1 W1 B1ST1 A B C F E D 2x3 2x3 2x3 1.5x4 2x3 1.5x4 4-1-0 4-1-0 4-1-0 4-1-0 2-9-8 2-10-8 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.08 0.05 0.03 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - D l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 22 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F = 74/0-1-8 4-1-0 D = 70/0-1-8 4-1-0 E = 175/0-1-8 4-1-0 Max Horz F = 4(LC 7) Max Uplift F = -21(LC 7) D = -24(LC 7) E = -53(LC 7) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-F = -55/29 A-B = -7/1 B-C = -7/3 C-D = -52/30 BOT CHORD E-F = -4/6 D-E = -4/6 WEBS B-E = -136/78 NOTES (13-14) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1-2002. 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat rooof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Gable requires continuous bottom chord bearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint F, 24 lb uplift at joint D and 53 lb uplift at joint E. 11) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more informatioon. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 6911 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R126 Truss Type SPECIAL Qty 1 Ply 2 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378374 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:32 2010 Page 1 Scale = 1:88.6 T2 W2 T3W4 B1 B2 W5 W3 W1 T1 A B C G E F D K J H I N O PQ L R S T M 3x4 2x4 2x4 4x5 3x10 3x4 3x4 3x7 6x16 4x5 0-5-8 0-5-8 2-9-0 2-3-8 3-6-8 0-9-8 5-4-4 1-9-12 -0-8-8 0-8-8 3-1-0 3-1-0 3-6-8 0-5-85-4-4 1-9-12 2-6-11 9-3-4 9-3-12 15-1-10 4-0-15 5-1-14 48.96 12 0.25 12 27.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 5-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.82 0.25 0.21 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.01 -0.02 -0.04 (loc) E-G E-GD l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 161 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T3: 2 X 6 SYP No.1, T1: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 **Except* W5: 2 X 4 SYP No.2 BRACING TOP CHORD 2-0-0 oc purlins, except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt B-I JOINTS 1 Brace at Jt(s): I, J, C REACTIONS (lb/size) D = 505/Mechanical G = 671/0-1-8 0-5-8 Max Horz G = 1711(LC 8) Max Uplift D = -2568(LC 8) G = -861(LC 6) Max Grav D = 1109(LC 6) G = 2200(LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD J-K = 0/216 J-L = -729/729 F-L = -711/747 F-H = -513/390 A-H = -448/409 A-M = -1008/348 I-M = -987/367 B-I = -383/1015 A-N = -574/1218 B-N = -574/1218 B-O = -602/1292 C-O = -603/1291 C-D = -1001/2448 G-J = -704/881 BOT CHORD G-P = -3390/1755 BOT CHORD P-Q = -3361/1764 E-Q = -3352/1792 F-R = -295/332 R-S = -295/332 E-S = -295/332 E-T = -43/16 D-T = -43/16 WWEBS A-E = -790/585 C-E = -2162/1022 NOTES (18-19) 1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) at 0-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 2) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) at 0-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwiise indicated. 4) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 5) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) Refer to girder(s) for truss to truss connections. 11) Bearing at joint(s) G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of trruss to bearing plate capable of withstanding 2568 lb uplift at joint D and 861 lb uplift at joint G. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Load case(s) 6, 7, 8, 9, 10, 11 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) at 0-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 18) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more iinformation. 19) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Continued on page 2 * WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivvery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 See detail 11/S507. Truss requires special bearing types and lateral loads. Resubmit this truss with loads shown in 11/S507. Not the profile or bearing height shown on the plans. contact contractor and architect if a deviation from the plans is desired. Job 14290R Truss R126 Truss Type SPECIAL Qty 1 Ply 2 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378374 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:32 2010 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: J-K=-160, A-J=-160, A-I=-160, B-C=-160, E-G=-50, D-E=-50 6) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=-12, A-J=-66, A-I=-66, B-C=52, E-G=-25, D-E=-25 Horz: J-K=-13, A-J=41, A-I=41, B-C=77 Concentrated Loads (lb) Horz: J=300(F) 7) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=21, A-J=37, A-I=37, B-C=90, E-G=-25, D-E=-25 Horz: J-K=-46, A-J=-62, A-I=-62, B-C=115 Concentrated Loads (lb) Horz: J=300(F) 8) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=136, A-J=90, A-I=90, B-C=55, E-G=-25, D-E=-25 Horz: J-K=-161, A-J=-115, A-I=-115, B-C=80 Concentrated Loads (lb) Horz: J=300(F) 9) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=38, A-J=55, A-I=55, B-C=90, E-G=-25, D-E=-25 Horz: J-K=-63, A-J=-80, A-I=-80, B-C=115 Concentrated Loads (lb) Horz: J=300(F) 10) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=86, A-J=40, A-I=40, B-C=26, E-G=-25, D-E=-25 Horz: J-K=-111, A-J=-65, A-I=-65, B-C=51 Concentrated Loads (lb) Horz: J=300(F) 11) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=9, A-J=26, A-I=26, B-C=40, E-G=-25, D-E=-25 Horz: J-K=-34, A-J=-51, A-I=-51, B-C=65 Concentrated Loads (lb) Horz: J=300(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building desiggner - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R127 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378375 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:32 2010 Page 1 Scale = 1:86.0 T2 W2 T3 W4 B1 B2 W5 W3 W1 T1 A B C G E F D K J H I N O PQ L R S T M 3x4 2x4 2x4 3x5 3x7 2x4 2x6 3x5 4x10 5x4 0-5-8 0-5-8 2-9-0 2-3-8 3-6-8 0-9-8 5-4-4 1-9-12 -0-8-8 0-8-8 3-1-0 3-1-0 3-6-8 0-5-85-4-4 1-9-12 2-6-11 9-3-4 9-3-11 15-1-10 4-0-15 5-1-14 48.96 12 0.25 12 27.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.92 0.28 0.32 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.03 -0.04 (loc) E-G E-GD l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 75 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-4-4 oc purlinss, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS 1 Row at midpt B-I REACTIONS (lb/size) D = 291/Mechanical G = 288/0-1-8 0-5-8 Max Horz G = 504(LC 9) Max Uplift D = -937(LC 9) G = -435(LC 7) Max Grav D = 534(LC 7) G = 790(LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD J-K = 0/86 J-L = -555/120 F-L = -548/127 F-H = -400/104 A-H = -393/115 A-M = -390/136 I-M = -381/143 B-I = -222/393 A-N = -301/485 B-N = -301/485 B-O = -314/519 C-O = -315/519 C-D = -502/967 G-J = -517/216 BOT CHORD G-P = -1114/1048 P-Q = -1103/1057 E-Q = -1099/1068 F-R = -213/61 R-S = -213/61 E-S = -213/61 E-T = -27/15 D-T = -27/15 WEBS A-E = -227/447 WEBS C-E = -855/533 NOTES (17-18) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise)) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstandding 937 lb uplift at joint D and 435 lb uplift at joint G. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1, 3, 4, 6, 7, 8, 9, 10, 11, 12 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 15) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) at 0-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of othhers. 16) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 17) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 18) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: J-K=-64, A-J=-64, A-I=-64, B-C=-124, E-G=-20, D-E=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: J-K=-64, A-J=-64, A-I=-64, B-C=-96, E-G=-20, D-E=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: J-K=-36, A-J=-36, A-I=-36, B-C=-125, E-G=-20, D-E=-20 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=63, A-J=37, A-I=37, B-C=33, E-G=-10, D-E=-10 Horz: J-K=-73, A-J=-47, A-I=-47, B-C=43 Concentrated Loads (lb) Horz: J=300(F) Continued on page 2 WAARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Instiitute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 See detail 11/S507. Truss requires special bearing types and lateral loads. Resubmit this truss with loads shown in 11/S507. Not the profile or bearing height shown on the plans. contact contractor and architect if a deviation from the plans is desired. Job 14290R Truss R127 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378375 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:32 2010 Page 2 LOAD CASE(S) Standard 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=-5, A-J=-27, A-I=-27, B-C=21, E-G=-10, D-E=-10 Horz: J-K=-5, A-J=17, A-I=17, B-C=31 Concentrated Loads (lb) Horz: J=300(F) 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=8, A-J=15, A-I=15, B-C=36, E-G=-10, D-E=-10 Horz: J-K=-18, A-J=-25, A-I=-25, B-C=46 Concentrated Loads (lb) Horz: J=300(F) 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=54, A-J=36, A-I=36, B-C=22, E-G=-10, D-E=-10 Horz: J-K=-64, A-J=-46, A-I=-46, B-C=32 Concentrated Loads (lb) Horz: J=300(F) 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=15, A-J==22, A-I=22, B-C=36, E-G=-10, D-E=-10 Horz: J-K=-25, A-J=-32, A-I=-32, B-C=46 Concentrated Loads (lb) Horz: J=300(F) 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=35, A-J=16, A-I=16, B-C=10, E-G=-10, D-E=-10 Horz: J-K=-45, A-J=-26, A-I=-26, B-C=20 Concentrated Loads (lb) Horz: J=300(F) 12) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=4, A-J=10, A-I=10, B-C=16, E-G=-10, D-E=-10 Horz: J-K=-14, A-J=-20, A-I=-20, B-C=26 Concentrated Loads (lb) Horz: J=300(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members onnly. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R128 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378376 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:33 2010 Page 1 Scale = 1:86.0 T2 W2 T3W4 B1 B2 W5 W3 W1 T1 A B C G E F D K J H I N O PQ L R S T U M 3x4 2x4 1.5x4 4x6 3x9 3x4 3x4 4x12 6x16 3x5 0-5-8 0-5-8 2-9-0 2-3-8 3-6-8 0-9-8 5-4-4 1-9-12 -0-8-8 0-8-8 3-1-0 3-1-0 3-6-8 0-5-85-4-4 1-9-12 2-6-11 9-3-4 9-3-11 15-1-10 4-0-15 5-1-14 48.96 12 0.25 12 27.00 12 112 Plate Offsets (X,Y): [J:0-6-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.95 0.40 0.57 DEFL Vert(LL) Vert(TL) Horz(TL) in 0.03 -0.03 -0.08 (loc) D-E E-GD l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 78 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 BRACCING TOP CHORD Structural wood sheathing directly applied or 5-4-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-8-15 oc bracing. WEBS 1 Row at midpt B-I REACTIONS (lb/size) D = 285/Mechanical G = 308/0-1-8 0-5-8 Max Horz G = 820(LC 8) Max Uplift D = -1924(LC 8) G = -349(LC 6) Max Grav D = 400(LC 20) G = 875(LC 8) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD J-K = 0/86 J-L = -385/934 F-L = -362/941 F-H = -411/979 A-H = -350/988 A-M = -407/104 I-M = -399/117 B-I = -223/410 A-N = -127/904 B-N = -127/904 B-O = -128/934 C-O = -128/934 C-D = -339/1078 G-J = -412/682 BOT CHORD G-P = -1714/347 P-Q = -1703/354 E-Q = -1694/366 F-R = -121/95 R-S = -121/95 E-S = -121/95 E-T = -13/27 BOT CHORD T-U = -13/27 D-U = -13/27 WEBS A-E = -1344/239 C-E = -1647/220 NOTES (18-19) 1) Wind: AASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Bearing at joint(s) G considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capablle of withstanding 1924 lb uplift at joint D and 349 lb uplift at joint G. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 6, 7, 8, 9, 10, 11 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) Girder carries hip end with 0-0-0 right side setback, 3-2-14 left side setback, and 3-2-14 end setback. 14) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 15) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated looad(s) 300 lb down at 0-0-0 on top chord, and 79 lb down and 761 lb up at 3-2-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 18) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 19) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: J-K=-64, A-J=-64, A-I=-64, B-C=-32(F=32), E-G=-20, E-T=-20, D-T=-72(F=-52) Concentrated Loads (lb) Vert: T=-79(F) 6) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=-5, A-J=-27, A-I=-27, B-C=-391(F=-411), E-G=-10, E-T=-10, D-T=592(F=602) Horz: J-K=-5, A-J=17, A-I=17, B-C=-386(F=-416) Concentrated Loads (lb) Vert: J=-300(F) T=761(F) 7) MWFRS Wind Rigght: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 See detail 11/S507. Truss requires special bearing types and lateral loads. Resubmit this truss with loads shown in 11/S507. Not the profile or bearing height shown on the plans. contact contractor and architect if a deviation from the plans is desired. Job 14290R Truss R128 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378376 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:33 2010 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: J-K=8, A-J=15, A-I=15, B-C=-375(F=-411), E-G=-10, E-T=-10, D-T=592(F=602) Horz: J-K=-18, A-J=-25, A-I=-25, B-C=-370(F=-416) Concentrated Loads (lb) Vert: J=-300(F) T=761(F) 8) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=54, A-J=36, A-I=36, B-C=-389(F=-411), E-G=-10, E-T=-10, D-T=592(F=602) Horz: J-K=-64, A-J=-46, A-I=-46, B-C=-384(F=-416) Concentrated Loads (lb) Vert: J=-300(F) T=761(F) 9) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=15, A-J=22, A-I=22, B-C=-375(F=-411), E-G=-10, E-T=-10, D-T=592(F=602) Horz: J-K=-25, A-J=-32, A-I=-32, B-C=-370(F=-416) Concentrated Loads (lb) Vert: J=-300(F) T=761(F) 10) MWFRS 3rd Wind Paralllel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=35, A-J=16, A-I=16, B-C=-401(F=-411), E-G=-10, E-T=-10, D-T=592(F=602) Horz: J-K=-45, A-J=-26, A-I=-26, B-C=-396(F=-416) Concentrated Loads (lb) Vert: J=-300(F) T=761(F) 11) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: J-K=4, A-J=10, A-I=10, B-C=-395(F=-411), E-G=-10, E-T=-10, D-T=592(F=602) Horz: J-K=-14, A-J=-20, A-I=-20, B-C=-390(F=-416) Concentrated Loads (lb) Vert: J=-300(F) T=761(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stabiility during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R129 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378377 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:33 2010 Page 1 Scale = 1:87.1 T2 W1 B1B2 W2 D B C A H G E F KL M N O I J 2x6 2x6 2x4 2x4 4x6 3x6 3x6 0-5-8 0-5-8 2-9-0 2-3-8 3-6-8 0-9-8 -0-8-8 0-8-8 3-1-0 3-1-0 3-6-8 0-5-8 2-6-11 15-1-10 9-11-12 5-1-14 48.96 12 27.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.92 0.38 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.03 -0.04 (loc) B-D B-DA l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 58 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.1 *Except* T1: 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B2: 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W2: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlinns, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt A-F REACTIONS (lb/size) A = 120/Mechanical D = 198/0-1-8 0-5-8 Max Horz D = 506(LC 9) Max Uplift A = -1435(LC 9) D = -735(LC 7) Max Grav A = 853(LC 7) D = 1310(LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD G-H = 0/86 E-G = -541/0 C-E = -534/0 C-I = -727/232 I-J = -714/243 F-J = -708/252 A-F = -262/730 D-G = -463/0 BOT CHORD D-K = -988/951 K-L = -976/960 B-L = -972/972 C-M = -391/384 M-N = -391/384 B-N = -391/384 B-O = -26/10 A-O = -26/10 NOTES (15-16) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) D considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1435 lb uplift at joint A and 735 lb uplift at joint D. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 110) Load case(s) 6, 7, 8, 9, 10, 11, 12 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) at 0-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 16) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for tthe truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: G-H=-64, F-G=-64, B-D=-20, A-B=-20 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: G-H=64, F-G=37, B-D=-10, A-B=-10 Horz: G-H=-74, F-G=-47 Concentrated Loads (lb) Horz: G=300(F) 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: G-H=-5, F-G=-27, B-D=-10, A-B=-10 Horz: G-H=-5, F-G=17 Concentrated Loads (lb) Horz: G=300(F) 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: G-H=8, F-G=15, B-D=-10, A-B=-10 Horz: G-H=-18, F-G=-25 Concentrated Loads (lb) Horz: G=300(F) 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: G-H=54, F-G=36, B-D=-10, A-B=-10 Horz: G-H=-64, F-G=-46 Concentrated Loads (lb) Horz: G=300(F) Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII--7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 See detail 11/S507. Truss requires special bearing types and lateral loads. Resubmit this truss with loads shown in 11/S507. Not the profile or bearing height shown on the plans. contact contractor and architect if a deviation from the plans is desired. Job 14290R Truss R129 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378377 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:33 2010 Page 2 LOAD CASE(S) Standard 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: G-H=15, F-G=22, B-D=-10, A-B=-10 Horz: G-H=-25, F-G=-32 Concentrated Loads (lb) Horz: G=300(F) 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: G-H=35, F-G=16, B-D=-10, A-B=-10 Horz: G-H=-45, F-G=-26 Concentrated Loads (lb) Horz: G=300(F) 12) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: G-H=4, F-G=10, B-D=-10, A-B=-10 Horz: G-H=-14, F-G=-20 Concentrated Loads (lb) Horz: G=300(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only uupon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R130 Truss Type SPECIAL Qty 1 Ply 2 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378378 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 11:15:50 2010 Page 1 Scale = 1:79.1 T1 T2 T3 W5 B1 B2 W2 W3 W5 W6 W5 W7 W5 W8 W5 W9 W5 W10 W5 W10 W5 W11 W4 T3 T4 B3 B4 W1A B C D E F G H I J K X V W U T S R Q P O N M L Y Z AC AD AE AF AG AH AI AJ AK AL AM ANAOAQ AP AR AS AT AU AV AW AA AB 5x6 5x5 3x6 4x5 2x4 4x4 6x16 4x5 4x4 4x8 3x8 2x6 7x10 1.5x4 3x6 7x10 1.5x4 5x10 2x4 3x8 1.5x4 4x8 6x16 3x6 4x8 0-5-8 0-5-8 2-9-0 2-3-8 5-7-4 2-10-4 10-9-3 5-1-15 15-11-1 5-1-15 21-1-0 5-1-15 25-9-7 4-8-7 30-4-2 4-6-11 34-10-13 4-6-11 39-3-12 4-4-15 -0-8-8 0-8-81-7-14 1-7-14 5-7-4 3-11-6 10-9-3 5-1-15 15-11-1 5-1-15 21-1-0 5-1-15 25-9-7 4-8-7 30-4-2 4-6-11 34-10-13 4-6-11 39-3-12 4-4-15 2-6-11 9-2-12 9-3-11 4-0-14 5-1-14 48.96 12 0.25 12 27.00 12 312 208 Plate Offsets (X,Y): [V:0-3-12,0-3-0], [Z:Edge,0-3-0] LOADING (psf) TCLL TCDL BCLL L BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.58 0.57 0.95 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.24 0.31 (loc) T-U T-UQ l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 578 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.1 *Except* B1: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W8: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) L = 2530/0-1-9 0-5-8 X = 4200/0-1-8 0-5-8 Q = 9960/0-6-7 (input: 0-5-8) Max Horz X = 527(LC 8) Max Uplift L = -792(LC 7) X = -1070(LC 7) Q = -2904(LC 7) Max Grav L = 2607(LC 20) X = 4370(LC 17) Q = 10904(LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD Y-Z = 0/146 Z-AA = -5967/1940 W-AA = -5943/1947 W-AB = -5448/1783 A-AB = -5434/1789 A-AC = -2367/812 AC-AD = -2369/811 B-AD = -2373/811 B-AE = -4600/1287 C-AE = -4600/1287 C-AF = -2044/396 D-AF = -2044/396 D-AG = -2044/396 AG-AH = -2044/396 E-AH = -2044/396 E-F = -2044/396 F-AI = -302/272 AI-AJ = -302/272 G-AJ = -302/272 TOP CHORD G-AK = -302/272 H-AK = -302/272 H-AL = -2226/671 I-AL = -2226/671 I-J = -2226/671 J-AM = -2226/671 K-AM = -2226/671 K-L = -2025/639 X-Z = -4081/1471 BOT CHORD X-AN = -1126/257 AN-AO = -1129/226 V-AO = -1158/470 W-AP = -293/160 AP-AQ = -293/160 V-AQ = -293/160 V-AR = -1272/4523 U-AR = -1272/4523 U-AS = -1287/5247 T-AS = -1287/5247 S-T = -1287/5247 R-S = -1287/5247 R-AT = -4552/1265 Q-AT = -4552/1265 P-Q = -4552/1265 O-P = -4552/1265 O-AU = -690/2343 N-AU = -690/2343 N-AV = -690/2343 M-AV = -690/2343 M-AW = -13/38 L-AW = -13/38 WEBS A-V = -1718/5335 B--V = -3410/732 B-U = -401/1963 C-U = -804/121 C-T = -438/1696 C-R = -3940/1097 D-R = -977/175 F-R = -2043/8115 F-Q = -8960/2397 F-O = -1636/5473 G-O = -339/154 H-O = -3003/862 H-N = -392/1502 H-M = -250/67 J-M = -352/167 K-M = -871/2896 V-Z = -590/2265 NOTES (17-18) 1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=11.33 5) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 6) Unbalanced snow loads have been considered for this design. 7) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 8) Provide adequate drainage to prevent water ponding. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) WARNING: Required bearing size at joint(s) Q greater than input bearing size. 11) Bearing at joint(s) X considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 792 lb uplift at joint L, 1070 lb uplift at joint X and 2904 lb uplift at joint Q. 113) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, qualitty control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 See detail 11/S507. Truss requires special bearing types and lateral loads. Resubmit this truss with loads shown in 11/S507. Not the profile or bearing height shown on the plans. contact contractor and architect if a deviation from the plans is desired. Job 14290R Truss R130 Truss Type SPECIAL Qty 1 Ply 2 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378378 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 11:15:51 2010 Page 2 NOTES (17-18) 15) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 17) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 18) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: Y-Z=-64, A-Z=-64, A-AC=-64, AC-AI=-124, K-AI=-64, V-X=-320(F=-300), V-W=-300(F), L-V=-320(F=-300) WARNING -- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 5583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R131 Truss Type SPECIAL Qty 1 Ply 2 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378379 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:38 2010 Page 1 Scale = 1:76.3 T1 T2 T3 W6 B1 B2 W2 W4 W5 W6 W5 W6 W5 W6 W7 W6 W7 W6 W7 W6 W7 W3 W1 T4 B3 B4 A B C D E F G H I J W U V T S R Q P O N M L K X Y AB AC AD AE AF AG AH AI AJ AKAL Z AM AN AO AP AQ AR AS AT AU AV AA 5x6 5x7 3x6 2x4 4x4 4x5 4x7 4x8 6x16 4x4 3x8 2x4 5x8 1.5x4 2x4 4x4 5x8 3x4 4x4 3x4 4x4 3x4 4x12 4x8 0-5-8 0-5-81-7-14 1-2-6 2-9-0 1-1-2 7-7-4 4-10-4 12-1-3 4-5-15 16-7-1 4-5-15 21-1-0 4-5-15 25-7-4 4-6-4 30-1-8 4-6-4 34-7-12 4-6-4 39-3-12 4-8-0 -0-8-8 0-8-8 1-7-14 1-7-14 2-9-0 1-1-2 7-7-4 4-10-4 12-1-3 4-5-15 16-7-1 4-5-15 21-1-0 4-5-15 25-7-4 4-6-4 30-1-8 4-6-4 34-7-12 4-6-4 39-3-12 4-8-0 2-6-11 9-2-4 9-3-11 4-0-6 5-1-14 48.96 12 0.25 12 27.00 12 112 808 200 112 Plate Offsets (X,Y): [U:0-8-8,0-2-0], [V:0-3-8,0-1-12], [Y:0-6-0,0-1-12] LOADING (pssf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.95 0.48 0.92 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.10 -0.21 0.45 (loc) T-U T-UP l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 566 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T1: 2 X 4 SYP SS BOT CHORD 2 X 6 SYP No.1 *Except* B1: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W3: 2 X 4 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) K = 214/0-1-8 0-5-8 W = 4001/0-1-8 0-5-8 P = 3731/0-2-11 0-5-8 Max Horz W = 525(LC 8) Max Uplift K = -83(LC 7) W = -999(LC 7) P = -958(LC 7) Max Grav K = 410(LC 61) W = 4144(LC 18) P = 4594(LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD X-Y = 0/146 Y-Z = -4924/1667 V-Z = -4899/1674 V-AA = -5686/1850 A-AA = -5660/1857 A-AB = -2505/857 B-AB = -2517/857 B-AC = -2881/720 C-AC = -2881/720 C-AD = -147/461 D-AD = -147/461 D-AE = -147/461 E-AE = -147/461 E-AF = -339/1502 F-AF = -339/1502 F-G = -339/1502 G-AG = -193/647 TOP CHORD AG-AH = -193/647 H-AH = -193/647 H-AI = -312/155 I-AI = -312/155 I-AJ = -23/5 J-AJ = -23/5 J-K = -297/69 W-Y = -5003/1689 BOT CHORD W-AK = -1170/993 AK-AL = -1155/1018 U-AL = -1150/1033 V-AM = -150/929 AM-AN= -150/929 U-AN = -150/929 U-AO = -720/2881 T-AO = -720/2881 T-AP = -376/2141 S-AP = -376/2141 S-AQ = -376/2141 R-AQ = -376/2141 Q-R = -376/2141 Q-AR = -2867/717 P-AR = -2867/717 P-AS = -2867/717 O-AS = -2867/717 N-O = -1502/339 N-AT = -1502/339 M-AT = -1502/339 M-AU = -647/193 L-AU = -647/193 L-AV = -155/312 K-AV = -155/312 WEBS B-U = -505/599 BB-T = -741/295 C-T = -444/1456 C-S = 0/326 C-Q = -2570/636 D-Q = -862/156 E-Q = -773/3886 E-P = -4318/963 E-O = -486/1788 G-O = -1144/376 G-M = -343/1356 H-M = -731/252 H-L = -147/641 I-L = -319/148 I-K = -393/208 A-U = -1744/5275 NOTES (17-18) 1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3400 lb down and 1053 lb up at 2-7-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 2) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-4-0 oc, 2 X 6 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3400 lb down and 1053 lb up at 2-7-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 3) All looads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 6) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 7) Unbalanced snow loads have been considered for this design. 8) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 9) Provide adequate drainage to prevent water ponding. 10) This truss has been designed for a 10.0 psf bottom chord live load noncconcurrent with any other live loads. 11) Bearing at joint(s) W considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Continued on page 2 * WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Deparrtment 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 See detail 11/S507. Truss requires special bearing types and lateral loads. Resubmit this truss with loads shown in 11/S507. Not the profile or bearing height shown on the plans. contact contractor and architect if a deviation from the plans is desired. Job 14290R Truss R131 Truss Type SPECIAL Qty 1 Ply 2 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378379 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:38 2010 Page 2 NOTES (17-18) 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 lb uplift at joint K, 999 lb uplift at joint W and 958 lb uplift at joint P. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3400 lb down and 1053 lb up at 2-7-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 17) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 18) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: X-Y=-64, A-Y=-64, A-AF=-124, J-AF=-64, U-W=-20 , K-U=-20 Concentrated Loads (lb) Vert: U=-3400(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional tempporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R132 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378380 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:39 2010 Page 1 Scale = 1:62.5 W1 T1 T2 W10 B1 W2 W3 W4 W5 W6 W5 W7 W8 W8 W9 T3 B2 B3 A B C D E F G H P O N M L K J I Q R S T U V W X Y Z AA AB 3x6 6x10 3x6 2x4 3x6 1.5x4 5x12 1.5x4 5x7 3x6 3x4 3x4 3x4 3x6 4x6 5x6 6-5-12 6-5-12 12-3-6 5-9-10 18-1-0 5-9-10 27-2-6 9-1-6 36-3-12 9-1-6 6-5-12 6-5-12 12-3-6 5-9-10 18-1-0 5-9-10 24-1-15 6-0-15 30-2-13 6-0-15 36-3-12 6-0-15 4-1-8 3-11-14 3-11-14 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.81 0.99 1.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.61 0.04 (loc) I-J I-JI l/defl >519 >354 n/a L/d 240 180 n/a PLATES MT20 Weight: 197 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP SS *Except* T3: 2 X 4 SYP No..2 BOT CHORD 2 X 4 SYP No.2 *Except* B3: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W1: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 4-11-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-10-1 oc bracing. WEBS 1 Row at midpt B-P, F-L REACTIONS (lb/size) L = 2477/0-3-15 0-5-8 P = 1105/Mechanical I = 575/0-1-8 0-5-8 Max Horz P = -6(LC 8) Max Uplift L = -551(LC 8) P = -192(LC 8) I = -193(LC 8) Max Grav L = 3330(LC 4) P = 1652(LC 4) I = 621(LC 2) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-P = -607/110 A-Q = -92/9 B-Q = -104/8 B-R = -1366/129 C-R = -1366/129 C-S = -1366/129 D-S = -1366/129 D-T = -186/1048 T-U = -186/1048 E-U = -186/1048 E-F = -186/1048 F--V = -609/148 G-V = -609/148 G-W = -59/3 H-W = -59/3 TOP CHORD H-I = -312/91 BOT CHORD P-X = -192/1793 O-X = -192/1793 O-Y = -189/1798 N-Y = -189/1798 M-N = -189/1798 M-Z = -1048/186 L-Z = -1048/186 L-AA = -153/424 K-AA = -153/424 J-K = -153/424 J-AB = -227/640 I-AB = -227/640 WEBS B-P = -1974/216 B-O = 0/383 B-M = -583/71 C-M = -1220/212 D-M = -374/2864 D-L = -2431/418 F-L = -1407/398 F-J = 0/445 G-J = -194/178 G-I = -716/264 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designned for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) I considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 551 lb uplift at joint L, 192 lb uplift at joint P and 193 lb uplift at joint I. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more informaation. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-T=-124, H-T=-64, I-P=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R133 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378381 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:40 2010 Page 1 Scale = 1:62.5 W1 T1 T2 W11 B1 W2 W3 W4 W5 W6 W7 W8 W9 W9 W10 T3 B2 B3 A B C D E F G H I P O N M L K J Q R S T U V W X Y Z AA AB 2x4 5x6 3x6 2x6 3x6 3x4 3x8 3x6 3x10 1.5x4 3x4 3x4 3x4 3x8 4x7 4x8 8-5-12 8-5-12 18-1-0 9-7-4 27-2-6 9-1-6 36-3-12 9-1-6 4-2-14 4-2-14 8-5-12 4-2-14 13-3-6 4-9-10 18-1-0 4-9-10 24-1-15 6-0-15 30-2-13 6-0-15 36-3-12 6-0-15 4-1-8 3-11-6 3-11-6 0.25 12 408 Plate Offsets (X,Y): [J:0-4-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.95 0.92 0.63 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.44 -0.62 0.04 (loc) M-O J-KJ l/defl >494 >348 n/a L/d 240 180 n/a PLATES MT20 Weight: 195 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T2: 2 X 4 SYP No.1 BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-11-13 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt B-P, D-M, G-M REACTIONS (lb/size) M = 2498/0-3-15 0-5-8 P = 1094/Mechanical J = 565/0-1-8 0-5-8 Max Horz P = -8(LC 8) Max Uplift M = -556(LC 8) P = -190(LC 8) J = -191(LC 8) Max Grav M = 3359(LC 4) P = 1637(LC 4) J = 614(LC 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-P = -326/60 A-Q = -49/0 B-Q = -51/0 B-R = -1810/169 C-R = -1818/169 C-S = -1778/161 D-S = -1778/161 D-T = -209/1152 E-T = -209/1152 E-U = -209/1152 F-U = -209/1152 F-V = -209/1152 GG-V = -209/1152 G-W = -599/146 H-W = -599/146 H-X = -61/3 I-X = -61/3 TOP CHORD I-J = -312/91 BOT CHORD P-Y = -170/1384 O-Y = -170/1384 N-O = -92/977 N-Z = -92/977 M-Z = -92/977 L-M = -148/419 L-AA = -148/419 K-AA = -148/419 K-AB = -227/634 J-AB = -227/634 WEBS B-P = -1831/244 B-O = 0/627 C-O = -808/151 D-O = -88/1019 D-M = -2676/378 E-M = -791/200 G-M = -1477/417 G-K = 0/455 H-K = -209/173 H-J = -705/263 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf botttom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) J considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 556 lb uplift at joint M, 190 lb uplift at joint P and 191 lb uplift at joint J. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The sseal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-U=-124, I-U=-64, J-P=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection andd bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R134 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378382 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:41 2010 Page 1 Scale = 1:62.5 W1 T1 T2 W10 B1 W2 W3 W4 W5 W5 W7 W8 W8 W9 T3 B2 B3 W6 W6 A B C D E F G H I Q P O N M L K J R S T U V W X Y Z AA AB AC AD 2x6 5x5 3x6 2x6 3x6 3x4 3x4 3x6 1.5x4 4x8 3x4 3x4 3x4 3x8 3x6 4x5 4x8 5-2-14 5-2-14 10-5-12 5-2-14 18-1-0 7-7-4 27-2-6 9-1-6 36-3-12 9-1-6 5-2-14 5-2-14 10-5-12 5-2-14 14-4-4 3-10-8 18-1-0 3-8-12 24-1-15 6-0-15 30-2-13 6-0-15 36-3-12 6-0-15 4-1-8 3-10-14 3-10-14 0.25 12 408 Plate Offsets (X,Y): [J:0-4-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.88 0.91 0.61 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.62 0.04 (loc) J-K J-KJ l/defl >521 >353 n/a L/d 240 180 n/a PLATES MT20 Weight: 199 lb GRRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T1: 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.2 *Except* B3: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-6-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt B-Q, F-M, D-M REACTIONS (lb/size) M = 2514/0-4-0 0-5-8 Q = 1086/Mechanical J = 557/0-1-8 0-5-8 Max Horz Q = -10(LC 8) Max Uplift M = -556(LC 8) Q = -190(LC 8) J = -191(LC 8) Max Grav M = 3383(LC 4) Q = 1626(LC 4) J = 618(LC 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-Q = -403/75 A-R = -39/3 B-R = -51/2 B-S = -1639/183 C-S = -1649/183 C-T = -1543/143 D-T = -1543/143 D-U = -213/1245 E-U = -2133/1245 E-V = -213/1245 V-W = -213/1245 F-W = -213/1245 F-G = -602/146 G-X = -602/146 H-X = -602/146 TOP CHORD H-Y = -61/3 I-Y = -61/3 I-J = -313/91 BOT CHORD Q-Z = -180/1640 P-Z = -180/1640 P-AA = -151/1578 O-AA = -151/1578 N-O = -68/526 N-AB = -68/526 M-AB = -68/526 L-M = -149/415 L-AC = -149/415 K-AC = -149/415 K-AD = -228/635 J-AD = -228/635 WEBS B-Q = -1983/231 B-P = -38/252 C-P = -116/236 C-O = -865/175 E-M = -702/189 F-M = -1541/422 F-K = 0/472 H-K = -220/173 H-J = -704/263 D-O = -161/1417 D-M = -2468/336 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design.. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) J considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 556 lb uplift at joint M, 190 lb uplift at joint Q and 191 lb uplift at joint J. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss.. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-V=-124, I-V=-64, J-Q=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the buiilding designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R135 Truss Type SPECIAL Qty 1 Ply 2 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378383 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:43 2010 Page 1 Scale = 1:76.6 T1 T2 T3 W10 B1 B2 W1 W2 W4 W5 W6 W7 W8 W9 W10 W11 W10 W11 W10 W11 W10 W11 W3 T4 B3 B4 A B C D E F G H I J W U V T S R Q P O N M L K X Y AB AC AD AE AF AG AH AI AJ AKAL Z AM AN AO AP AQ AR AS AT AU AV AA 5x6 5x7 3x6 2x4 4x4 4x5 5x6 6x16 4x8 3x4 4x4 3x4 4x4 4x6 2x4 4x4 4x10 3x4 4x4 3x4 4x4 3x4 4x12 4x8 0-5-8 0-5-8 2-9-0 2-3-8 6-3-3 3-6-3 10-10-7 4-7-5 15-5-12 4-7-5 21-1-0 5-7-4 25-7-4 4-6-4 30-1-8 4-6-4 34-7-12 4-6-4 39-3-12 4-8-0 -0-8-8 0-8-81-7-14 1-7-14 6-3-3 4-7-5 10-10-7 4-7-5 15-5-12 4-7-5 21-1-0 5-7-4 25-7-4 4-6-4 30-1-8 4-6-4 34-7-12 4-6-4 39-3-12 4-8-0 2-6-11 9-0-4 9-3-11 3-10-6 5-1-14 48.96 12 0.25 12 27.00 12 1 812 200 112 Plate Offsets (X,Y): [U:0-8-12,0-2-0], [V:0-0-1,0-2-8], [Y:0-6-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.95 0.53 0.99 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.22 0.47 (loc) T T-UP l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 561 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T1: 2 X 4 SYP DSS BOT CHORD 2 X 6 SYP No.1 *Except* B1: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W3: 2 X 4 SYP SS BRACING TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) K = 250/0-1-8 0-5-8 W = 4032/0-1-8 0-5-8 P = 3664/0-2-5 0-5-8 Max Horz W = 520(LC 8) Max Uplift K = -95(LC 7) W = -1012(LC 7) P = -934(LC 7) Max Grav K = 425(LC 661) W = 4461(LC 18) P = 3962(LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD X-Y = 0/146 Y-Z = -5313/1665 V-Z = -5289/1671 V-AA = -6120/1842 A-AA = -6105/1849 A-AB = -2697/855 B-AB = -2706/854 B-AC = -3344/800 C-AC = -3353/800 C-AD = -2772/515 D-AD = -2781/515 D-AE = -803/89 E-AE = -803/89 E-AF = -313/1703 AF-AG = -313/1703 F-AG = -313/1703 F-AH = -238/770 TOP CHORD G-AH = -238/770 G-H = -344/211 H-AI = -344/211 I-AI = -344/211 I-AJ = -25/6 J-AJ = -25/6 J-K = -297/70 W-Y = -5396/1686 BOT CHORD W-AK = -1157/1079 AK-AL = -1142/1104 U-AL = -1137/1119 V-AM = -142/948 AM-AN= -142/948 U-AN = -142/948 U-AO = -793/3343 T-AO = -793/3343 T-AP = -512/2772 S-AP = -512/2772 S-AQ = -89/803 R-AQ = -89/803 Q-R = -89/803 Q-AR = -2771/686 P-AR = -2771/686 P-AS = -2771/686 O-AS = -2771/686 N-O = -1703/313 N-AT = -1703/313 M-AT = -1703/313 M-AU = -770/238 L-AU = -770/238 L-AV = -211/344 K-AV = -211/344 WEBS A-U = -1767/5695 B-U = -916/382 B-T = -367/215 5 C-T = -356/926 C-S = -1402/398 D-S = -581/2470 D-Q = -2200/529 E-Q = -866/4210 E-P = -3723/952 E-O = -471/1584 F-O = -969/354 F-M = -337/1222 G-M = -632/243 G-L = -132/706 I-L = -342/143 I-K = -426/276 NOTES (18-19) 1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3400 lb down and 1053 lb up at 2-7-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 2) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-4-0 oc, 2 X 6 - 2 rows at 0-4-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3400 lb down and 1053 lb up at 2-7-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 6) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 7) Unbalanced snow loads have been considered for this design. 8) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 9) Provide adequate drainage to prevent water ponding. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other liive loads. 11) Bearing at joint(s) W considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houstoon, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 See detail 11/S507. Truss requires special bearing types and lateral loads. Resubmit this truss with loads shown in 11/S507. Not the profile or bearing height shown on the plans. contact contractor and architect if a deviation from the plans is desired. Job 14290R Truss R135 Truss Type SPECIAL Qty 1 Ply 2 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378383 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:43 2010 Page 2 NOTES (18-19) 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 95 lb uplift at joint K, 1012 lb uplift at joint W and 934 lb uplift at joint P. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design oof this truss. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3400 lb down and 1053 lb up at 2-7-1 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 18) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 19) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: X-Y=-64, A-Y=-64, A-AF=-124, J-AF=-64, U-W=-20 , K-U=-20 Concentrated Loads (lb) Vert: U=-3400(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of componentt is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R136 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378384 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:44 2010 Page 1 Scale = 1:76.0 T1 T2 T3 W8 B1 B2 W1 W2 W4 W5 W6 W7 W8 W10 W10 W9 W3 T4 B3 B4 A B C D E F G H I S Q R P O N M L K J T U X Y Z AA AB AC AD AE AFAG V AH AI AJ AK AL AM W 5x5 4x7 3x6 2x6 3x6 4x4 3x6 5x12 3x6 3x8 1.5x4 3x4 4x7 1.5x4 4x9 3x4 3x4 3x4 4x12 3x6 0-5-8 0-5-8 2-9-0 2-3-8 8-3-0 5-6-0 17-4-4 9-1-4 21-1-0 3-8-12 30-1-8 9-0-8 39-3-12 9-2-4 -0-8-8 0-8-81-7-14 1-7-14 8-3-0 6-7-2 17-4-4 9-1-4 21-1-0 3-8-12 27-2-12 6-1-12 33-0-4 5-9-8 39-3-12 6-3-8 2-6-11 8-11-13 9-3-11 3-9-15 5-1-14 48.96 12 0.25 12 27.00 12 307 112 Plate Offsets (X,Y): [C:0-3-7,0-2-0], [D:0-3-8,Edge], [U:0-6-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.96 6 0.92 0.81 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.63 0.42 (loc) J-K J-KM l/defl >511 >345 n/a L/d 240 180 n/a PLATES MT20 Weight: 230 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP SS *Except* T4: 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B4: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W7,W3: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt B-Q, F-M 2 Rows at 1/3 pts C-M REACTIONS (lb/size) J = 439/0-1-8 0-5-8 S = 1192/0-1-8 0-5-8 M = 2916/0-3-12 0-5-8 Max Horz S = 519(LC 9) Max Uplift J = -153(LC 8) S = -134(LC 8) M = -701(LC 8) Max Grav J = 549(LC 21) S = 1648(LC 19) M = 31833(LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD T-U = 0/146 U-V = -1927/970 R-V = -1903/976 R-W = -2206/938 A-W = -2180/942 A-X = -947/470 B-X = -962/470 B-Y = -1661/233 C-Y = -1681/232 C-Z = -385/1849 D-Z = -386/1837 TOP CHORD D-AA = -386/1836 E-AA = -386/1836 E-AB = -386/1836 AB-AC = -386/1836 F-AC = -386/1836 F-AD = -543/328 G-AD = -543/328 G-H = -543/328 H-AE = -64/4 I-AE = -64/4 I-J = -316/96 S-U = -1978/1016 BOT CHORD S-AF = -1046/388 AF-AG = -1035/413 Q-AG = -1031/428 R-AH = -51/417 AH-AI = -51/417 Q-AI = -51/417 Q-AJ = -417/2321 P-AJ = -417/2321 O-P = -417/2321 N-O = -417/2321 N-AK = -227/1670 M-AK = -227/1670 L-M = -741/333 L-AL = -741/333 K-AL = -741/333 K-AM = -170/552 J-AM = -170/552 WEBS A-Q = -861/1578 B-Q = -1644/174 B-P = 0/361 B-N = -780/244 C-N = -70/543 C-M = -3922/647 E-M = -1032/254 F-M = -1528/470 F-K = -51/652 H-K = -402/183 H-J = -594/192 NOTES (13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDLL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Bearing at joint(s) S considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capaable of withstanding 153 lb uplift at joint J, 134 lb uplift at joint S and 701 lb uplift at joint M. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: T-U=-64, A-U=-64, A-AB=-124, I-AB=-64, Q-S=-20, J-Q=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND IINCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 See detail 11/S507. Truss requires special bearing types and lateral loads. Resubmit this truss with loads shown in 11/S507. Not the profile or bearing height shown on the plans. contact contractor and architect if a deviation from the plans is desired. Job 14290R Truss R137 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378385 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:46 2010 Page 1 Scale = 1:76.0 T1 T2 T4 W13 B1 B2 W1 W2 W4 W5 W6 W7 W8 W10 W11 W12 W3 T3 T5 B3 B4 A B C D E F G H I S Q R P O N M L K J T U X Y Z AA AB AC AD AEAF V AG AH AI AJ AK AL AM W 5x5 3x6 6x7 3x6 2x6 3x6 4x4 4x5 5x12 3x6 3x4 3x4 3x4 4x7 4x5 3x4 3x4 3x4 4x12 3x6 0-5-8 0-5-81-7-14 1-2-6 2-9-0 1-1-2 8-10-5 6-1-5 14-11-11 6-1-5 21-1-0 6-1-5 30-2-6 9-1-6 39-3-12 9-1-6 -0-8-8 0-8-8 1-7-14 1-7-14 7-6-11 5-10-13 13-5-7 5-10-13 19-4-4 5-10-13 26-0-1 6-7-13 32-7-15 6-7-13 39-3-12 6-7-13 2-6-11 8-11-5 9-3-11 3-9-7 5-1-14 48.96 12 0.25 12 112 27.00 12 Plate Offsets (X,Y): [U:0-6-0,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.99 0.90 0.91 DEFL L Vert(LL) Vert(TL) Horz(TL) in -0.41 -0.61 0.39 (loc) J-K J-KM l/defl >523 >358 n/a L/d 240 180 n/a PLATES MT20 Weight: 227 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP SS *Except* T4: 2 X 4 SYP No.1, T5: 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B4: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W3: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt B-Q, F-M REACTIONS (lb/size) J = 449/0-1-8 0-5-8 S = 1200/0-1-8 0-5-8 M = 2897/0-3-15 0-5-8 Max Horz S = 517(LC 9) Max Uplift J = -156(LC 8) S = -137(LC 8) M = -695(LC 8) Max Grav J = 571(LC 18) S = 1672(LC 19) M = 3356(LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD T-U = 0/146 U-V = -1959/968 R-V = -1935/974 R-W = -2250/934 A-W = -2224/938 A-X = -961/468 B-X = -974/468 B-Y = -2222/386 C-Y = -2232/386 C-D = -2243/385 D-Z = -1215/145 E-Z = -1227/144 E-AA = -441/2025 TOP CHORD AA-AB = -441/2025 F-AB = -441/2025 F-G = -536/318 G-AC = -536/318 H-AC = -536/318 H-AD = -65/6 I-AD = -65/6 I-J = -319/101 S-U = -2010/1014 BOT CHORD S-AE = -1043/398 AE-AF = -1031/422 Q-AF = -1028/437 R-AG = -48/400 AG-AH = -48/400 Q-AH = -48/400 Q-AI = -433/2288 P-AI = -433/2288 P-AJ = -259/1857 O-AJ = -259/1857 N-O = -259/1857 N-AK = -829/214 M-AK = -829/214 L-M = -931/185 L-AL = -931/185 K-AL = -931/185 K-AM = -178/571 J-AM = -178/571 WEBS A-Q = -866/1704 B-Q = -1661/187 B-P = -174/179 D-P = -174/476 D-N = -1656/333 E-N = -401/2615 E-M = -2696/512 F-M = -1723/534 F-K = -90/798 H-K = -385/197 H-J = -603/195 NOTES (14-15) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft;; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Bearing at joint(s) S considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstandding 156 lb uplift at joint J, 137 lb uplift at joint S and 695 lb uplift at joint M. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 13) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 14) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 15) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: T-U=-64, A-U=-64, A-AA=-124, I-AA=-64, Q-S=-20, J-Q=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 See detail 11/S507. Truss requires special bearing types and lateral loads. Resubmit this truss with loads shown in 11/S507. Not the profile or bearing height shown on the plans. contact contractor and architect if a deviation from the plans is desired. Job 14290R Truss R138 Truss Type SPECIAL Qty 1 Ply 2 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378386 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:48 2010 Page 1 Scale = 1:76.0 T1 T2 T4 W10 B1 B2 W1 W2 W4 W5 W6 W7 W8 W10 W11 W10 W11 W10 W11 W10 W12 W3 W9 T3 T5 B3 B4 A B C D E F G H I J K L Y W X V U T S R Q P O N M ZAA AD AE AF AG AH AI AJ AK AL AM AN AOAP AQ AR AS AT AU AB AV AW AX AY AZ BA BB AC 5x5 3x6 3x6 3x6 2x4 4x4 4x4 4x6 6x16 4x8 3x4 4x4 3x4 4x4 3x9 2x4 1.5x4 4x8 2x4 3x8 1.5x4 4x8 2x4 3x8 4x12 4x8 0-5-8 0-5-8 2-9-0 2-3-8 6-2-10 3-5-10 10-9-5 4-6-12 15-4-1 4-6-12 21-1-0 5-8-15 21-1-4 0-0-4 25-7-14 4-6-10 30-2-8 4-6-10 34-9-2 4-6-10 39-3-12 4-6-10 -0-8-8 0-8-81-7-14 1-7-14 6-2-10 4-6-12 10-9-5 4-6-12 15-4-1 4-6-12 19-10-13 4-6-12 21-1-4 1-2-7 25-7-14 4-6-10 30-2-8 4-6-10 34-9-2 4-6-10 39-3-12 4-6-10 2-6-11 8-11-3 9-3-11 3-9-4 5-1-14 48.96 12 0.25 12 27.00 12 112 Plate Offsets (X,Y): [AA:0-6-0,0-1-12] LOOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.83 0.61 0.85 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.20 0.37 (loc) V-W V-WR l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 559 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 *Except* T1: 2 X 4 SYP SS BOT CHORD 2 X 6 SYP No.1 *Except* B1: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W3: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) M = 338/0-1-8 0-5-8 Y = 2617/0-1-8 0-5-8 R = 3532/0-2-6 0-5-8 Max Horz Y = 517(LC 8) Max Uplift M = -119(LC 7) Y = -589(LC 7) R = -899(LC 7) Max Grav M = 470(LC 63) Y = 3051(LC 18) R = 4012(LC 18) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD Z-AA = 0/146 AA-AB = -3600/1231 X-AB = -3575/1238 X-AC = -4564/1367 A-AC = -4549/1373 A-AD = -1997/636 AD-AE = -2001/636 B-AE = -2011/635 B-AF = -3766/911 C-AF = -3776/911 C-AG = -3244/613 D-AG = -3245/612 D-E = -3254/612 E-AH = -581/2437 F-AH = -582/2425 F-AI = -583/2425 G-AI = -583/2425 TOP CHORD G-AJ = -583/2425 AJ-AK = -583/2425 H-AK = -583/2425 H-AL = -365/584 I-AL = -365/584 I-AM = -365/584 J-AM = -365/584 J-K = -365/584 K-AN = -25/6 L-AN = -25/6 L-M = -295/67 Y-AA = -3668/1280 BOT CHORD Y-AO = -1101/714 AO-AP = -1090/739 W-AP = -1081/754 X-AQ = -99/739 AQ-AR = -99/739 W-AR = -99/739 W-AS = -900/3766 AS-AT = -900/3766 AT-AU = -900/3766 V-AU = -900/3766 V-AV = -605/3243 U-AV = -605/3243 U-AW = -190/1608 T-AW = -190/1608 S-T = -190/1608 S-AX = -190/1608 R-AX = -190/1608 R-AY = -1453/219 Q-AY = -1453/219 P-Q = -1453/219 P--AZ = -1453/219 O-AZ = -1453/219 O-BA = -115/408 N-BA = -115/408 N-BB = -115/408 M-BB = -115/408 WEBS A-W = -1293/4260 B-W = -2516/399 B-V = -123/916 C-V = -375/986 C-U = -1253/396 E-U = -524/2061 E-S = 0/328 G-R = -668/187 H-R = -1559/455 H-Q = 0/294 H-O = -295/1084 I-O = -356/163 K-O = -586/93 K-N = 0/332 K-M = -506/154 E-R = -4714/904 NOTES (18-19) 1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down and 155 lb up at 3-5-0, and 1500 lb down and 464 lb up at 5-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 2) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)) 500 lb down and 155 lb up at 3-5-0, and 1500 lb down and 464 lb up at 5-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 6) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 7) Unbalanced snow loads have been considered for this design. 8) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 220.0 psf on overhangs non-concurrent with other live loads. 9) Provide adequate drainage to prevent water ponding. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Bearing at joint(s) Y considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overalll structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 See detail 11/S507. Truss requires special bearing types and lateral loads. Resubmit this truss with loads shown in 11/S507. Not the profile or bearing height shown on the plans. contact contractor and architect if a deviation from the plans is desired.It's hard to tell where the point loads are but they seem to be in the wrong place. Job 14290R Truss R138 Truss Type SPECIAL Qty 1 Ply 2 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378386 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:48 2010 Page 2 NOTES (18-19) 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 119 lb uplift at joint M , 589 lb uplift at joint Y and 899 lb uplift at joint R. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) Load case(s) 1 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 15) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 16) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 500 lb down and 155 lb up at 3-5-0, and 1500 lb down and 464 lb up at 5-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 18) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 19) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: Z-AA=-64, A-AA=-64, A-AD=-64, AD-AJ=-124, L-AJ=-64, W-Y=-20, M-W=-20 Concentrated Loads (lb) Vert: AS=-500(F) AU=-1500(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicaability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R139 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378387 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:49 2010 Page 1 Scale = 1:59.9 W1 T1 T3 W11 B1 W2 W3 W4 W5 W6 W7 W8 W9 W10 BL1 T2 T4 B2 B3 A B C D E F G H I P O N M L K J Q R S T U V W X Y Z AA AB 4x7 5x8 3x6 4x7 3x6 2x4 3x6 3x6 3x4 3x4 3x4 3x8 3x4 3x4 3x4 3x6 4x6 8-1-6 8-1-6 16-2-0 8-0-10 16-2-11 0-0-11 25-3-12 9-1-0 34-4-12 9-1-0 5-7-7 5-7-7 11-2-14 5-7-7 16-10-5 5-7-7 22-8-7 5-10-2 28-6-10 5-10-2 34-4-12 5-10-2 4-1-0 1-6-03-8-13 3-8-13 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.67 0.92 0.78 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.41 -0.61 0.04 (loc) J-K J-KJ l/defl >522 >353 n/a L/d 240 180 n/a PLATES MT20 Weight: 185 lb GRIP 244/190 LUMBEER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B3: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt F-M REACTIONS (lb/size) J = 632/0-1-8 0-5-8 M = 1696/0-2-3 0-5-8 R = 498/0-1-8 0-5-4 Max Horz R = -16(LC 8) Max Uplift J = -196(LC 8) M = -522(LC 8) R = -157(LC 8) Max Grav J = 726(LC 14) M = 1848(LC 4) R = 589(LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD P-Q = -79/450 A-Q = -79/450 A-S = -98/25 B-S = -99/25 B-C = -558/109 C-T = -559/109 D-T = -564/108 D-U = -212/677 E-U = -213/673 E-V = -179/603 F-V = -179/603 3 F-W = -820/171 G-W = -820/171 G-H = -820/171 H-X = -65/3 TOP CHORD I-X = -65/3 I-J = -311/88 BOT CHORD P-Y = -161/584 O-Y = -161/584 N-O = -97/388 N-Z = -97/388 M-Z = -97/388 M-AA = -189/685 L-AA = -189/685 K-L = -189/685 K-AB = -244/806 J-AB = -244/806 WEBS B-P = -608/186 B-O = -101/153 D-O = -5/378 D-M = -1159/384 E-M = -377/188 F-M = -1353/416 F-K = 0/365 H-K = -66/211 H-J = -898/282 A-R = -601/161 Q-R = -24/126 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 110.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) R considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 196 lb uplift at joint J, 522 lb uplift at joint M and 157 lb uplift at joint R. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance off professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R140 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378388 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:51 2010 Page 1 Scale = 1:59.8 W1 T1 T3 W10 B1 W2 W3 W4 W5 W6 W7 W8 W9 T2 B2 B3 BL1A B C D E F G N M L K J I H O P Q R S T U V W X Y 4x7 5x8 3x6 5x7 2x6 3x6 3x6 3x4 3x4 3x4 3x4 3x4 3x4 3x6 4x6 8-1-0 8-1-0 16-2-0 8-1-0 25-3-6 9-1-6 34-4-12 9-1-6 6-3-7 6-3-7 12-6-14 6-3-7 18-10-5 6-3-7 26-7-9 7-9-4 34-4-12 7-9-4 4-1-0 1-6-0 3-8-5 3-8-5 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.93 0.87 0.57 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.62 0.03 (loc) H-I H-I H l/defl >518 >350 n/a L/d 240 180 n/a PLATES MT20 Weight: 181 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B3: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-9-13 oc bracing. WEBS 1 Row at midpt F-H REACTIONS (lb/size) H = 613/0-1-8 0-5-8 K = 1741/0-2-4 0-5-8 P = 472/0-1-8 0-5-4 Max Horz P = -17(LC 8) Max Uplift H = -189(LC 8) K = -539(LC 8) P = -148(LC 8) Max Grav H = 701(LC 14) K = 1897(LC 4) P = 567(LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD N-O = -59/430 A-O = -59/430 A-Q = -98/28 B-Q = -102/27 B-C = -519/94 C-R = -523/94 D-R = -528/93 D-S = -275/843 E-S = -276/838 E-T = -815/179 F-T = -815/179 F-U = -71/11 G-U = -71/11 G-H = -328/114 BOT CHORD N-V = -151/587 BOT CHORD M-V = -151/587 L-M = -163/157 L-W = -163/157 K-W = -163/157 K-X = -168/29 J-X = -168/29 I-J = -168/29 I-Y = -261/921 H-Y = -261/921 WEBS B-N = -582/165 B-M = -192/151 D-M = -81/533 D-K = -1178/420 E-K = -1143/415 E-I = -226/991 F-I = -293/223 F-H = -949/274 A-P = -581/152 O-P = -25/131 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) P considers parallel to grain value using ANSI/TPI 1 angle to grain formmula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint H, 539 lb uplift at joint K and 148 lb uplift at joint P. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THISS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,,2010 Job 14290R Truss R141 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378389 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:51 2010 Page 1 Scale = 1:59.8 W1 T1 T3 W10 B1 W2 W3 W4 W5 W6 W7 W8 W9 T2 B2 B3 BL1A B C D E F G N M L K J I H O P Q R S T U V W X Y 4x7 5x8 3x6 5x6 2x6 3x6 3x6 3x4 3x4 3x4 3x4 3x4 3x4 3x6 4x6 8-1-0 8-1-0 16-2-0 8-1-0 25-3-6 9-1-6 34-4-12 9-1-6 6-11-7 6-11-7 13-10-14 6-11-7 20-10-5 6-11-7 27-7-9 6-9-4 34-4-12 6-9-4 4-1-0 1-6-03-7-13 3-7-13 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.82 0.88 0.90 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.62 0.03 (loc) H-I H-I H l/defl >520 >352 n/a L/d 240 180 n/a PLATES MT20 Weight: 181 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B3: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 5-2-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) H = 614/0-1-8 0-5-8 K = 1740/0-2-4 0-5-8 P = 472/0-1-8 0-5-4 Max Horz P = -19(LC 8) Max Uplift H = -189(LC 8) K = -538(LC 8) P = -148(LC 8) Max Grav H = 692(LC 14) K = 1896(LC 4) P = 562(LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD N-O = -48/422 A-O = -48/422 A-Q = -104/32 B-Q = -110/31 B-R = -538/110 C-R = -539/109 C-D = -544/109 D-S = -269/830 E-S = -269/824 E-T = -740/153 F-T = -740/153 F-U = -69/6 G-U = -69/6 G-H = -318/99 BOT CHORD N-V = -151/603 M-V = -151/603 L-M = -282/40 L-W = -282/40 K-W = -282/40 BBOT CHORD K-X = -92/288 J-X = -92/288 I-J = -92/288 I-Y = -257/850 H-Y = -257/850 WEBS B-N = -575/158 B-M = -251/177 D-M = -162/768 D-K = -1137/427 E-K = -1315/447 E-I = -77/579 F-I = -192/181 F-H = -904/281 A-P = -577/154 O-P = -28/141 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) P considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building deesigner should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 lb uplift at joint H, 538 lb uplift at joint K and 148 lb uplift at joint P. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITTEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R142 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378390 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:52 2010 Page 1 Scale = 1:59.9 W1 T1 T3 W10 B1 W2 W3 W4 W5 W6 W7 W8 W9 T2 B2 B3 BL1A B C D E F G N M L K J I H OP Q R S T U V W X Y 4x7 5x8 3x7 5x6 2x4 3x6 3x6 3x4 3x4 3x4 3x4 3x4 3x4 3x6 4x6 7-7-7 7-7-7 16-2-0 8-6-9 25-3-6 9-1-6 34-4-12 9-1-6 7-7-7 7-7-7 15-2-14 7-7-7 22-10-5 7-7-7 28-7-9 5-9-4 34-4-12 5-9-4 4-1-0 1-6-0 3-7-5 3-7-5 0.25 12 300 300 Plate Offsets (X,Y): [A:0-3-0,0-3-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.93 0.92 0.69 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.62 0.04 (loc) H-I H-I H l/defl >519 >347 n/a L/d 240 180 n/a PLATES MT20 Weight: 183 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B3: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt E-K REACTIONS (lb/size) H = 642/0-1-8 0-5-8 K = 1680/0-2-3 0-5-8 P = 505/0-1-8 0-5-4 Max Horz P = -21(LC 8) Max Uplift H = -200(LC 8) K = -515(LC 8) P = -160(LC 8) Max Grav H = 699(LC 4) K = 1830(LC 4) P = 584(LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD N-O = -49/431 A-O = -49/431 A-Q = -114/39 B-Q = -120/38 B-R = -671/178 C-R = -675/177 C-D = -681/176 D-S = -177/588 E-S = -178/582 E-T = -791/182 F-T = -791/182 F-U = -68/2 G-U = -68/2 G-H = -309/85 BOT CHORD N-V = -166/6675 BOT CHORD M-V = -166/675 L-M = -305/71 L-W = -305/71 K-W = -305/71 K-X = -200/650 J-X = -200/650 I-J = -200/650 I-Y = -260/795 H-Y = -260/795 WEBS B-N = -632/164 B-M = -265/195 D-M = -260/1013 D-K = -1075/426 E-K = -1374/424 E-I = 0/354 F-I = -62/223 F-H = -880/299 A-P = -601/167 O-P = -34/156 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) P considers parallel to graain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 200 lb uplift at joint H, 515 lb uplift at joint K and 160 lb uplift at joint P. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Veerify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R143 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378391 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:53 2010 Page 1 Scale = 1:59.8 W1 T1 T3 W11 B1 W2 W3 W4 W5 W6 W7 W8 W9 W10 BL1 T2 B2 B3 A B C D E F G H O N M L K J I P Q R S T U V W X Y Z AA AB 4x7 5x8 3x6 4x6 2x4 3x6 4x5 3x4 3x4 3x4 3x4 3x4 3x8 3x4 3x6 4x6 8-1-0 8-1-0 16-2-0 8-1-0 24-10-5 8-8-5 34-4-12 9-6-7 6-2-9 6-2-9 12-5-3 6-2-9 18-7-12 6-2-9 24-10-5 6-2-9 29-7-9 4-9-4 34-4-12 4-9-4 4-1-0 1-6-03-6-13 3-6-13 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.74 0.88 0.57 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.49 -0.76 0.03 (loc) I-J I-JI l/defl >447 >287 n/a L/d 240 180 n/a PLATES MT20 Weight: 184 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 *Except* B3: 2 X 4 SYPP No.1 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 5-9-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) I = 619/0-1-8 0-5-8 L = 1729/0-2-4 0-5-8 Q = 478/0-1-8 0-5-4 Max Horz Q = -23(LC 8) Max Uplift I = -191(LC 8) L = -534(LC 8) Q = -150(LC 8) Max Grav I = 674(LC 4) L = 1884(LC 4) Q = 550(LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD O-P = -63/434 A-P = -63/434 A-R = -97/30 B-R = -100/29 B-S = -483/101 C-S = -488/100 C-T = -249/796 D-T = -249/791 D-E = -249/787 E-U = -757/181 F-U = -762/181 F-V = -774/186 G-V = -774/186 G-W = -73/0 H-W = -73/0 H-I = -299/69 BOT CHORD O-X = -152/559 N-X = -152/559 M-N = -89/154 BOT CHORD M-Y = -89/154 L-Y = -89/154 L-Z = -152/30 K-Z = -152/30 K-AA = -152/30 J-AA = -152/30 J-AB = -226/664 I-AB = -226/664 WEBS B-O = -556/172 B-N = -183/148 C-N = -72/513 C-L = -1140/395 E-L = -1159/419 E-J = -217/994 F-J = -379/181 G-J = -16/298 G-I = -772/282 A-Q = -563/155 P-Q = -18/127 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) Q connsiders parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint I, 534 lb uplift at joint L and 150 lb uplift at joint Q. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Trusss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R144 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378392 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:54 2010 Page 1 Scale = 1:57.7 W1 T1 W11 B1 W2 W3 W4 W5 W6 W7 W8 W9 W10 BL1 T3 T2 B2 B3 A B C D E F G H I P O N M L K J Q R S T U V W X Y Z AA AB 5x8 3x6 2x6 3x6 4x7 3x4 3x4 3x4 3x8 1.5x4 3x4 3x4 3x4 3x6 3x6 4x6 4x8 8-1-0 8-1-0 16-2-0 8-1-0 25-3-6 9-1-6 34-4-12 9-1-6 5-4-11 5-4-11 10-9-5 5-4-11 16-2-0 5-4-11 22-2-15 6-0-15 28-3-13 6-0-15 34-4-12 6-0-15 4-1-0 1-6-03-4-7 0.25 12 408 Plate Offsets (X,Y): [J:0-4-8,0-2-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.70 0.91 0.88 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.42 -0.62 0.04 (loc) J-K J-KJ l/defl >522 >353 n/a L/d 240 180 n/a PLATES MT20 Weight: 184 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 2 BOT CHORD 2 X 4 SYP No.2 *Except* B3: 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-1-0 oc bracing. WEBS 1 Row at midpt F-M REACTIONS (lb/size) M = 1722/0-2-5 0-5-8 J = 622/0-1-8 0-5-8 R = 482/0-1-8 0-5-4 Max Horz R = -32(LC 8) Max Uplift M = -531(LC 8) J = -192(LC 8) R = -152(LC 8) Max Grav M = 1940(LC 4) J = 701(LC 4) R = 543(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD P-Q = -79/445 A-Q = -79/445 A-S = -96/29 B-S = -97/28 B-T = -469/105 C-T = -470/105 C-U = -194/708 D-U = -194/704 D-E = -194/701 E-V = -199/709 F-V = -200/704 F-W = -770/173 G-W = -770//172 G-H = -775/171 H-X = -75/7 TOP CHORD I-X = -77/7 I-J = -313/92 BOT CHORD P-Y = -142/504 O-Y = -142/504 N-O = -80/323 N-Z = -80/323 M-Z = -80/323 M-AA = -164/530 L-AA = -164/530 K-L = -164/530 K-AB = -259/837 J-AB = -259/837 WEBS B-P = -528/181 B-O = -101/156 C-O = -0/356 C-M = -1169/352 E-M = -443/212 F-M = -1408/431 F-K = 0/438 H-K = -112/167 H-J = -899/289 A-R = -554/156 Q-R = -4/119 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconccurrent with any other live loads. 6) Bearing at joint(s) J, R considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 531 lb uplift at joint M, 192 lb uplift at joint J and 152 lb uplift at joint R. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibbility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R145 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378393 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:54 2010 Page 1 Scale = 1:25.6 W1 T1 W5 B1 W2 W3 W4 BL1 A B C F E D H G I J 3x4 K L 5x8 1.5x4 3x4 3x4 3x4 4x4 4-2-2 4-2-2 8-4-4 4-2-2 4-2-2 4-2-2 8-4-4 4-2-2 4-1-0 1-6-0 3-10-15 0.25 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.42 0.43 0.14 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.06 0.02 (loc) D-E D-ED l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 59 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 OTHERS 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb//size) D = 335/0-1-8 0-3-8 H = 304/0-1-8 0-5-4 Max Horz H = -7(LC 8) Max Uplift D = -102(LC 8) H = -96(LC 8) Max Grav D = 425(LC 17) H = 397(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD F-G = -43/367 A-G = -43/367 A-I = -61/17 B-I = -67/16 B-J = -247/66 C-J = -248/66 C-D = -393/117 BOT CHORD F-K = -64/247 E-K = -64/247 E-L = 0/0 D-L = 0/0 WEBS B-F = -311/77 B-E = -130/120 C-E = -86/332 A-H = -403/99 G-H = -17/105 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL==1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) H considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 102 lb uplift at joint D and 96 lb uplift at joint H. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, stoorage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R146 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378394 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:54 2010 Page 1 Scale = 1:37.8 W1 T1 W7 B1 W2 W3 W4 W5 W6 T2 B2 A B C D E J I H G F K L M N O P Q 3x6 2x6 3x9 4x8 3x4 3x10 MT20H 3x5 3x4 3x4 3x9 7-4-15 7-4-15 14-9-15 7-4-15 22-2-14 7-4-15 7-4-15 7-4-15 14-9-15 7-4-15 22-2-14 7-4-15 3-10-0 3-4-7 0.25 12 308 Plate Offsets (X,Y): [G:0-3-8,0-1-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)1.00 0.97 0.84 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.24 -0.50 0.07 (loc) G-I G-I F l/defl >999 >525 n/a L/d 240 180 n/a PLATES MT20 MT20H Weight: 118 lb GRIP 244/190 187/143 LUMBER TOP CHORD 2 X 4 SYP SS BOT CHORD 2 X 4 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W7,W6: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing ddirectly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt B-J REACTIONS (lb/size) J = 1259/0-1-9 0-3-8 F = 1673/0-2-1 0-5-8 Max Horz J = -21(LC 8) Max Grav J = 1348(LC 4) F = 1762(LC 4) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-J = -304/136 A-K = -48/16 B-K = -52/16 B-L = -2338/0 L-M = -2346/0 C-M = -2346/0 C-D = -2358/0 D-N = -2819/0 E-N = -2830/0 E-F = -1688/0 BOT CHORD J-O = 0/2345 I-O = 0/2345 H-I = 0/2820 H-P = 0/2820 G-P = 0/2820 G-Q = 0/113 F-Q = 0/113 WEBS B-J = -2542/0 B-I = 0/521 D-I = -688/0 D-G = -1007/0 E-G = 0/2948 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-005; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) Load case(s) 1, 2, 3, 4, 5, 6, 7, 8, 9, 10, 11, 12, 13, 14, 15, 16, 17, 18, 19, 20, 21, 22, 23, 24, 25, 26 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other llive loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Standard Uniform Loads (plf) Vert: A-L=-64, E-L=-144, F-J=-20 2) Regular: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-L=-64, E-L=-144, F-J=-20 3) Unbal.Snow-Left: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-L=-36, E-L=-116, F-J=-20 4) Unbal.Snow-Right: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-L=-72, E-L=-152, F-J=-20 5) IBC BC Live: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-L=-24, E-L=-104, F-J=-40 6) C-C Wind: Lumber Increase=1.33, Plate Increase=1.33 Uniforrm Loads (plf) Vert: A-L=30, E-L=-50, F-J=-10 Horz: A-E=40 7) MWFRS Wind Left: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-L=16, E-L=-64, F-J=-10 Horz: A-E=26 8) MWFRS Wind Right: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-L=36, E-L=-44, F-J=-10 Horz: A-E=46 9) MWFRS 1st Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-L=22, E-L=-58, F-J=-10 Horz: A-E=32 10) MWFRS 2nd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Continued on page 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R146 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378394 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:54 2010 Page 2 LOAD CASE(S) Standard Uniform Loads (plf) Vert: A-L=36, E-L=-44, F-J=-10 Horz: A-E=46 11) MWFRS 3rd Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-L=10, E-L=-70, F-J=-10 Horz: A-E=20 12) MWFRS 4th Wind Parallel: Lumber Increase=1.33, Plate Increase=1.33 Uniform Loads (plf) Vert: A-L=16, E-L=-64, F-J=-10 Horz: A-E=26 13) 1st Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-L=-24, E-L=-104, F-J=-20 Concentrated Loads (lb) Vert: A=-250 14) 2nd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-L=-24, E-L=-104, F-J=-20 Concentrated Loads (lb) Vert: K=-250 15) 3rd Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-L=-24, E-L=-104, F-J=-20 Conceentrated Loads (lb) Vert: M=-250 16) 4th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-L=-24, E-L=-104, F-J=-20 Concentrated Loads (lb) Vert: N=-250 17) 5th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-L=-24, E-L=-104, F-J=-20 Concentrated Loads (lb) Vert: E=-250 18) 6th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-L=-24, E-L=-104, F-J=-20 Concentrated Loads (lb) Vert: B=-250 19) 7th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-L=-24, E-L=-104, F-J=-20 Concentrated Loads (lb) Vert: D=-250 20) 8th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-L=-24, E-L=-104, F-J=-20 Concentrated Loads (lb) Vert: O=-250 21) 9th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-L=-24, E-L=-104, F-J=-20 Concentrated Loads (lb) Vert: P=-250 22) 10th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 UUniform Loads (plf) Vert: A-L=-24, E-L=-104, F-J=-20 Concentrated Loads (lb) Vert: Q=-250 23) 11th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Standard Vert: A-L=-24, E-L=-104, F-J=-20 Concentrated Loads (lb) Vert: J=-250 24) 12th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-L=-24, E-L=-104, F-J=-20 Concentrated Loads (lb) Vert: I=-250 25) 13th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-L=-24, E-L=-104, F-J=-20 Concentrated Loads (lb) Vert: G=-250 26) 14th Moving Load: Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: A-L=-24, E-L=-104, F-J=-20 Concentrated Loads (lb) Vert: F=-250 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and properr incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss R147 Truss Type SPECIAL Qty 1 Ply 2 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378395 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:29:55 2010 Page 1 Scale = 1:14.8 W1 T1 W1 B1 W2 W1 W2 A B C F E D G H I J 2x4 4x7 2x4 4x4 6x7 3x5 3-9-12 3-9-12 7-7-8 3-9-12 3-9-12 3-9-12 7-7-8 3-9-12 2-0-0 208 408 Plate Offsets (X,Y): [E:0-2-8,0-4-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.18 0.65 0.79 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.08 0.01 (loc) E-F E-FD l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 102 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 BOT CHORD 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) F = 3241/Mechanical D = 3241/Mechanical Max Uplift F = -1004(LC 6) D = -1004(LC 6) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-F = -1975/634 A-G = -4177/1294 B-G = -4177/1294 B-H = 0/0 C-H = 0/0 C-D = -351/90 BOT CHORD F-I = -0/0 E-I = -0/0 E-J = -1294/4177 D-J = -1294/4177 WEBS A-E = -1403/4532 B-E = -460/1724 B-D = -4532/1403 NOTES (12-13) 1) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Bottom chords connected as follows: 2 X 6 - 2 rows at 0-7-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 4) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1004 lb uplift at joint F and 1004 lb uplift at joint D. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Standard Vert: A-C=-64, D-F=-820(F=-800) * WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure sttability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss R148 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378396 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 11:10:42 2010 Page 1 Scale = 1:99.0 T1 T3 W10 B1 B2 W9 W7 B3 W3 T2 W1 W4 W5 W6 A B C D E F G M LK JI H N O P Q R S T U V 3x4 4x5 2x4 5x8 6x10 2x4 1.5x4 6x7 3x5 3x10 3x7 2x4 0-5-6 0-5-6 4-1-3 3-7-13 12-9-4 8-8-1 -0-6-8 0-6-8 4-1-3 4-1-3 5-8-8 1-7-5 12-9-4 7-0-12 1-6-0 15-1-10 8-5-12 6-7-14 9-11-12 28.66 12 16.95 12 300 12 200 400 Plate Offsets (X,Y): [B:Edge,0-3-0], [I:0-2-0,0-4-0] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.65 0.36 0.79 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.12 -0.09 (loc) J-K J-KM l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 157 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.1 *Except* B1: 2 X 4 SYPP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 5-3-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt G-H, F-J, E-I REACTIONS (lb/size) H = 520/0-1-8 0-3-8 M = 569/0-1-8 0-5-11 Max Horz H = -460(LC 7) Max Uplift H = -301(LC 10) M = -31(LC 9) Max Grav H = 981(LC 14) M = 1026(LC 15) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/104 B-N = -1302/132 C-N = -1108/135 C-D = -953/147 D-O = -1197/415 E-O = -940/428 E-P = -235/73 P-Q = -235/73 F-Q = -235/73 F-R = -222/70 G-R = -222/70 G-H = -955/309 B-M = -1023/58 BOT CHORD M-S = -57/93 L-S = -39/185 L-T = -618/747 K-T = -608/756 K-U = -1/30 J-U = -1/30 I-V = -460/427 BOT CHORD H-V = -460/427 WEBS I-J = 0/314 F-I = -737/212 E-I = -230/296 G-I = -2999/945 E-K = -474/755 I-K = -503/263 D-K = -272/420 D-L = -226/239 B-L = -483/522 NOTES (15-16) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Bearing at joint(s) M conssiders parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 301 lb uplift at joint H and 31 lb uplift at joint M. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) at 0-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face off the truss are noted as front (F) or back (B). 15) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 16) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-E=-64, E-G=-64, K-M=-20, J-K=-20, H-I=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permmanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Special loads required see section 3/S424. Resubmit this truss with corrected loads. Truss deviates from the plans in wall bearing height, pitch, ceiling. ensure contractor, owner, and architect have all approved changes. Job 14290R Truss R148ALT Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378397 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 11:21:35 2010 Page 1 Scale = 1:99.2 T1 T3 W10 B1 B2 W9 W7 B3 W3 T2 W1 W5 W4 W6 A B C D E F G N ML KJ H O P Q R S T U V WIX 3x4 5x8 2x4 5x8 8x12 2x4 1.5x4 8x9 5x4 3x10 4x7 4x6 0-5-6 0-5-6 4-1-3 3-7-13 11-9-14 7-8-11 12-9-4 0-11-6 -0-6-8 0-6-8 4-1-3 4-1-3 5-8-8 1-7-5 12-9-4 7-0-12 1-6-0 15-1-10 8-5-12 6-7-14 9-11-12 28.66 12 16.95 12 504 512 408 300 12 308 14 Plate Offsets (X,Y): [B:Edge,0-3-0], [E:0-5-4,0-2-8], [J:0-3-8,Edge], [L:0-5-12,0-4-8], [N:Edge,0-0-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.67 0.42 0.67 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.11 -0.07 (loc) K-L K-LN l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 157 lb GRIP 244/1190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.1 *Except* B1: 2 X 4 SYP SS WEBS 2 X 4 SYP No.3 *Except* W1: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 5-6-2 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt G-H, F-K, E-J REACTIONS (lb/size) N = 526/0-1-8 0-5-11 I = 563/0-1-8 0-3-8 Max Horz I = -460(LC 7) Max Uplift N = -11(LC 9) I = -326(LC 10) Max Grav N = 984(LC 15) I = 1062(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/104 B-O = -1234/102 C-O = -1040/105 C-D = -885/117 D-P = -1123/370 E-P = -866/383 E-Q = -132/41 Q-R = -132/41 F-R = -132/41 F-S = -118/39 G-S = -118/39 G-H = -526/177 B-N = -980/36 BOT CHORD N-T = -58/93 M-T = -39/183 M-U = -598/704 L-U = -588/715 L-V = -1/30 0 BOT CHORD K-V = -1/30 J-W = -460/428 I-W = -460/428 I-X = -1/1 H-X = -1/1 WEBS J-K = 0/313 F-J = -747/214 E-J = -284/321 G-J = -166/511 E-L = -464/734 J-L = -491/230 D-L = -267/424 D-M = -214/231 B-M = -469/490 NOTES (15-16) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 6) Provide adequate drainage to prevent water ponding. 7) This ttruss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Bearing at joint(s) N considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint N and 326 lb uplift at joint I. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 12) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) at 0-0-0 on top chord. The design/seelection of such connection device(s) is the responsibility of others. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 16) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64, B-E=-64, E-G=-64, L-N=-20, K-L=-20, H-J=-20 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web memberss only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Special loads required see section 3/S424. Resubmit this truss with corrected loads. Truss deviates from the plans in wall bearing height, pitch, ceiling. ensure contractor, owner, and architect have all approved changes. Job 14290R Truss R149 Truss Type SPECIAL Qty 1 Ply 2 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378398 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 11:22:55 2010 Page 1 Scale = 1:94.8 T2 T3 W10 B1 B2 W9 W7 B3 W3 T1 W1 W8 W4 W5 W6 A B C D E F G M LK JI H N O PQ R S T U V 3x5 4x8 2x4 8x12 2x4 5x8 1.5x4 6x7 3x4 3x10 3x7 3x6 0-5-6 0-5-6 4-1-3 3-7-13 9-9-6 5-8-2 12-9-4 2-11-14 -0-6-8 0-6-8 4-1-3 4-1-3 5-8-8 1-7-5 12-9-4 7-0-12 1-6-0 15-1-10 8-5-12 6-7-14 9-11-12 28.66 12 16.95 12 300 12 108 404 14 Plate Offsets (X,Y): [B:Edge,0-3-0], [I:0-1-8,0-4-4], [M:Edge,0-0-14] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 4-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.52 0.17 0.23 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.04 -0.05 (loc) K J-KM l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 310 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 6 SYP No.1 *Except* B1: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD 2-0-0 oc purlins (6-0-0 max.), except end verticals (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: L-M. JOINTS 1 Brace at Jt(s): E, B, G REACTIONS (lb/size) I = 1399/0-1-9 0-3-8 M = 780/0-1-8 0-5-11 Max Horz I = 1156(LC 8) Max Uplift I = -634(LC 9) M = -73(LC 8) Max Grav I = 2636(LC 13) M = 1702(LC 14) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/208 B-N = -2053/0 C-N = -1355/0 C-O = -1750/245 D-O = -1236/246 D-E = -1142/271 E-P = -24/164 P-Q = -24/164 F-Q = -24/164 F-R = -30/188 G-R = -30/188 G-H = 0/314 B-M = -1696/115 BOT CHORD M-S = -82/103 L-S = -66/215 L-T = -520/1120 K-T = -500/1139 K-U = 0/32 BOT CHORD J-U = 0/32 I-V = -2/6 H-V = -2/6 WEBS I-J = 0/353 F-I = -1341/388 E-I = -774/705 G-I = -532/85 E-K = -625/1267 I-K = -577/898 C-K = -417/961 C-L = -301/239 B-L = -438/785 NOTES (18-19) 1) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) at 0-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 2) 2-ply truss to be connected together with 10d (0.148"x3") nails as follows: Top chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2 X 4 - 1 row at 0-9-0 oc, 2 X 6 - 2 rows at 0-9-0 oc. Webs connected as follows: 2 X 4 - 1 row at 0-9-0 oc. Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) at 0-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 3) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connectionns have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 6) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 7) Unbalanced snow loads have been considered for this design. 8) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 9) Provide adequate drainage to prevent water ponding. 10) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 11) Bearing at joint(s) M considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Buildiing designer should verify capacity of bearing surface. 12) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 634 lb uplift at joint I and 73 lb uplift at joint M. 13) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 14) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 15) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 16) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 17) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) at 0-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 18) NOTE: Refer to attachh Trussway Notes, Appendices and T-1 sheet for more information. 19) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. Continued on page 2 * * WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineeering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Truss deviates from the plans in wall bearing height, pitch, ceiling. ensure contractor, owner, and architect have all approved changes. Special loads required see section 3/S424. Resubmit this truss with corrected loads. Job 14290R Truss R149 Truss Type SPECIAL Qty 1 Ply 2 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378398 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 11:22:56 2010 Page 2 LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-128, B-E=-128, E-G=-128, K-M=-40, J-K=-40, H-I=-40 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. Job 14290R Truss HR1 Truss Type MONO HIP Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378399 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:28:55 2010 Page 1 Scale = 1:44.3 T1 W2 B1 W3 W1 A B C D F E G H I J 2x3 2x6 3x4 3x8 1.5x4 3-0-5 3-0-5 3-6-10 0-6-4 -1-0-0 1-0-0 3-0-5 3-0-5 3-6-10 0-6-4 2-9-6 8-0-0 20.68 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.83 0.38 0.41 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.03 -0.03 0.00 (loc) E-F E-FE l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 40 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 *Except* W3: 2 X 4 SYP No.2 BRACING TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 1 Row at midpt D-E REACTIONS (lb/size) E = 58/Mechanical F = 128/0-1-8 0-7-12 Max Horz F = -606(LC 6) Max Uplift F = -664(LC 6) Max Grav E = 1055(LC 6) F = 304(LC 13) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = 0/103 B-G = -201/628 C-G = -165/630 C-H = -129/96 H-I = -11/102 D-I = -6/111 D-E = -256/0 B-F = -293/615 BOT CHORD F-J = -8/434 E-J = -8/434 WEBS C-E = -964/21 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 664 lb uplift at joint F. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) NOTE: Refer to attach Trussway Notes, Appendices and T-11 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: A-B=-64 Trapezoidal Loads (plf) Vert: B=-2(F=31, B=31)-to-D=-52(F=6, B=6), F=0(F=10, B=10)-to-E=-18(F=1, B=1) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responnsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss HR2 Truss Type SPECIAL Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378400 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:28:55 2010 Page 1 Scale = 1:87.2 T2 W1 B1 B2 W2 T1 W4W3 W5 E D B C A JI F H G M N OP K L 5x8 2x6 2x6 4x12 4x5 4x12 4x12 3x7 4x6 0-6-4 0-6-4 3-9-3 3-2-14 4-10-10 1-1-7 -1-0-0 1-0-0 4-4-5 4-4-5 4-10-10 0-6-5 2-6-11 15-1-10 9-11-12 5-1-14 1-3-13 34.62 12 19.09 12 215 601 515 110 515 2 Plate Offsets (X,Y): [A:0-0-0,0-0-0], [C:0-6-1,0-2-0], [D:0-0-0,0-0-0], [E:0-5-15,0-0-2], [G:0-2-15,0-1-0], [H:0-5-15,0-2-0], [I:0-6-0,0-1-10] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 NO IBC2006/TPI2002 CSI TC BC WB (Matrix)0.99 0.54 0.35 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.02 0.06 (loc) DDA l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 95 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 BOT CHORD 2 XX 6 SYP No.1 *Except* B2: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 3 Rows at 1/4 pts A-G REACTIONS (lb/size) A = 142/Mechanical E = 154/0-1-8 0-6-4 Max Horz E = -2593(LC 6) Max Uplift E = -2448(LC 6) Max Grav A = 3413(LC 6) E = 323(LC 17) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD I-J = 0/106 F-I = -866/0 F-H = -865/0 H-K = -707/0 K-L = -699/83 G-L = -694/112 A-C = -3167/0 C-G = -263/737 BOT CHORD E-M = -100/4571 D-M = -19/4575 D-N = -61/3444 B-N = -19/3451 B-O = -42/3208 C-O = 0/3208 B-P = 0/86 A-P = 0/86 WEBS C-H = -1943/0 D-I = -833/86 D-H = -53/494 E-I = -1403/0 NOTES (12-13) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gablle end zone; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 20.0 psf on overhangs non-concurrent with other live loads. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) E considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2448 lb uplift at joint E. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referencced standard ANSI/TPI 1. 10) This truss has been designed for a moving concentrated load of 250.0lb live located at all mid panels and at all panel points along the Top Chord and Bottom Chord, nonconcurrent with any other live loads. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard Standard 1) Snow: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: I-J=-64 Trapezoidal Loads (plf) Vert: I=4(F=34, B=34)-to-G=-78(F=-7, B=-7), E=0(F=10, B=10)-to-B=-18(F=1, B=1), B=2(F=1, B=1)-to-C=-4(F=-2, B=-2), B=-18(F=1, B=1)-to-A=-24(F=-2, B=-2) * WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss RM1 Truss Type RAFTER Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378401 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:31:03 2010 Page 1 Scale = 1:74.2 T2W2 T3W1 T1 AB CD E F G 3x6 4x6 2x6 4x7 3x6 2x6 1-0-2 3-0-12 3-0-12 3-0-12 3-0-12 0-7-9 10-6-10 0-3-8 13-2-3 10-3-248.96 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 5.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.72 0.00 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.06 -0.06 -0.63 (loc) CCB l/defl >491 >486 n/a L/d 240 180 n/a PLATES MT20 Weight: 43 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 *Except* T3: 2 X 4 SYP No.2, T1: 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 2226/0-1-8 0-5-8 D = 72/0-1-8 0-5-4 Max Horz D = 664(LC 9) Max Uplift B = -1179(LC 9) D = -349(LC 7) Max Grav B = 594(LC 18) D = 970(LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -27/14 B-E = -511/1135 C-D = -209/705 D-F = -492/175 A-G = -0/35 A-E = -24/187 C-E = -359/1131 C-F = -170/467 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=3.0psf; BCDL=3.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) -0-4-4 to 2-11-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide addequate drainage to prevent water ponding. 5) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1179 lb uplift at joint B and 349 lb uplift at joint D. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responssibility solely for the truss component design shown. LOAD CASE(S) Standard * WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss RM1A Truss Type RAFTER Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378402 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:31:04 2010 Page 1 Scale = 1:74.2 T2W2 T3W1 T1 AB CD E F G 3x6 4x6 2x6 4x7 3x6 2x6 1-0-2 3-0-12 3-0-12 3-0-12 3-0-12 0-7-9 10-10-10 0-3-8 13-2-3 10-7-248.96 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 5.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.69 0.00 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.05 -0.05 -0.56 (loc) CCB l/defl >596 >589 n/a L/d 240 180 n/a PLATES MT20 Weight: 42 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 *Except* T3: 2 X 4 SYP No.2, T1: 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 225/0-1-8 0-5-8 D = 69/0-1-8 0-5-4 Max Horz D = 661(LC 9) Max Uplift B = -1263(LC 9) D = -370(LC 7) Max Grav B = 589(LC 18) D = 1058(LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -29/14 B-E = -507/1213 C-D = -213/711 D-F = -540/186 A-G = 0/35 A-E = -26/187 C-E = -385/1212 C-F = -180/511 NOTES (11-12) 1) Wind: ASCE 7-05; 100mph; TCDL=3.0psf; BCDL=3.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) -0-4-4 to 2-11-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 3) Unbalanced snow loads have been considered for this design. 4) Provide aadequate drainage to prevent water ponding. 5) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1263 lb uplift at joint B and 370 lb uplift at joint D. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d nails. 10) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professional engineering responnsibility solely for the truss component design shown. LOAD CASE(S) Standard * WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss RM2 Truss Type RAFTER Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378403 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:31:04 2010 Page 1 Scale = 1:67.4 W3 W4 W1 W2 T1 A B C DE F G 2x4 2x4 2x6 2x4 3x7 4x4 1-0-2 3-0-12 3-0-12 3-0-12 3-0-12 2-6-11 11-10-8 10-3-2 48.96 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 5.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.58 0.00 0.35 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.02 -0.46 (loc) FFB l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 39 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W2: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 113/0-1-8 0-5-8 E = 40/0-1--8 0-5-4 Max Horz E = 569(LC 9) Max Uplift B = -1167(LC 9) E = -405(LC 7) Max Grav B = 475(LC 7) E = 1046(LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-G = 0/10 A-C = -2/38 C-D = -457/1150 D-F = -373/958 WEBS A-B = -37/15 B-C = -476/1168 D-E = -306/811 E-F = -1074/415 NOTES (8-9) 1) Wind: ASCE 7-05; 100mph; TCDL=3.0psf; BCDL=3.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is nnot adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1167 lb uplift at joint B and 405 lb uplift at joint E. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss RM3 Truss Type RAFTER Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378404 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:31:04 2010 Page 1 Scale = 1:66.1 W3W4 W1W2 T1 A B C DE F G 2x4 2x4 2x6 2x4 3x7 5x4 1-0-2 3-0-12 3-0-12 3-0-12 3-0-12 2-6-11 11-7-7 10-3-2 48.96 12 Plate Offsets (X,Y): [F:Edge,0-2-8] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 5.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.57 0.00 0.35 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.02 -0.44 (loc) FFB l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 38 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 *Except* W2: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 112/0-1-8 0-5-8 EE = 38/0-1-8 0-5-4 Max Horz E = 558(LC 9) Max Uplift B = -1173(LC 9) E = -408(LC 7) Max Grav B = 477(LC 7) E = 1054(LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-G = -0/10 A-C = -2/38 C-D = -459/1155 D-F = -365/940 WEBS A-B = -37/15 B-C = -477/1174 D-E = -346/912 E-F = -1112/431 NOTES (8-9) 1) Wind: ASCE 7-05; 100mph; TCDL=3.0psf; BCDL=3.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1173 lb uplift at joint B and 408 lb uplift at joint E. 6) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 8) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 9) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual buiilding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss RM4 Truss Type RAFTER Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378405 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:31:04 2010 Page 1 Scale = 1:74.2 B1W2 W1 T1 B2 E D C B F G H A 6x7 2x6 1.5x4 3x5 3x8 1-0-2 9-1-2 3-0-12 3-0-12 3-4-4 0-3-8 3-0-12 3-0-12 1-11-2 3-2-13 13-2-3 0-3-8 48.96 12 112 Plate Offsets (X,Y): [C:0-4-0,Edge], [G:0-2-8,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 5.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.74 0.77 0.10 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.11 -0.11 -0.80 (loc) CCD l/defl >334 >329 n/a L/d 240 180 n/a PLATES MT20 Weight: 46 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 BOT CHORD 2 X 4 SYP No.3 *Except* B2: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) D = 132/0-1-8 0-5-8 A = 56/0-1-8 0-2-0 Max Horz A = 630(LC 9) Max Uplift D = -719(LC 9) A = -226(LC 7) Max Grav D = 315(LC 7) A = 596(LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD D-F = -316/717 E-H = 0/10 E-F = 0/35 C-F = -297/717 C-G = -156/385 BOT CHORD D-E = -14/5 B-C = -238/639 A-B = -234/630 WEBS B-G = -395/155 NOTES (12-13) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=3.0psf; BCDL=3.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumberr DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Special provisions shall be made by the building designer to allow for 0.79in of horizontal movement due to live load and 0.80in due to total load. 6) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) A. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 719 lb uplift at joint D and 226 lb uplift at joint A. 10) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 11) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in thhe analysis and design of this truss. 12) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 13) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality ccontrol, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss RM4A Truss Type RAFTER Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378406 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:31:04 2010 Page 1 Scale = 1:74.2 B1W2 W1 T1 B2 D C B A E F G 6x7 2x6 1.5x4 3x5 3x7 1-0-2 9-1-2 3-0-12 3-0-12 3-0-12 3-0-12 1-11-2 3-2-13 13-2-3 0-3-8 48.96 12 112 Plate Offsets (X,Y): [F:0-2-8,0-1-12] LOADING (psf) TCLL TCDL BCLL BCDL 20.0 5.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.66 0.72 0.06 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.07 -0.07 -0.57 (loc) BBC l/defl >469 >464 n/a L/d 240 180 n/a PLATES MT20 Weight: 45 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 BOT CHORD 2 X 4 SYP No.3 *Except* B2: 2 X 4 SYP No.2 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) C = 125/0-1-8 0-5-8 A = 60/0-1-8 0-2-0 Max Horz A = 630(LC 9) Max Uplift C = -800(LC 9) A = -259(LC 7) Max Grav C = 346(LC 7) A = 675(LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD C-E = -345/793 D-G = -0/10 D-E = 0/40 B-E = -327/795 B-F = -106/254 BOT CHORD C-D = -16/6 A-B = -237/636 WEBS A-F = -260/104 NOTES (11-12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=3.0psf; BCDL=3.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) A. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 800 lb uplift at joint C and 259 lb uplift at joint A. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 12) NOTE: The seal on this drawing indicates acceptance of professiional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss RM5 Truss Type RAFTER Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378407 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:31:05 2010 Page 1 Scale = 1:67.5 B1W2 B2W1 T1 D C B A E F G 6x7 2x6 3x6 2x3 2x4 1-0-2 3-0-12 3-0-12 3-0-12 3-0-12 1-11-2 3-2-13 11-10-13 0-3-8 10-3-2 48.96 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 5.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.58 0.26 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.04 -0.43 (loc) BBC l/defl >806 >795 n/a L/d 240 180 n/a PLATES MT20 Weight: 39 lb GRIP 244/190 LUMBER TOP CHORD 2 X 6 SYP No.1 BOT CHORD 2 X 4 SYP No.3 *Except* B2: 2 X 4 SYP DSS WEBS 2 X 4 SYP No.3 *Except* W1: 2 X 6 SYP No.1 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/siize) C = 121/0-1-8 0-5-8 A = 45/0-1-8 0-5-4 Max Horz A = 571(LC 9) Max Uplift C = -1162(LC 9) A = -401(LC 7) Max Grav C = 480(LC 7) A = 1048(LC 9) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD C-E = -470/1130 A-F = -647/250 D-G = -0/10 D-E = -7/65 B-E = -458/1148 B-F = -209/537 BOT CHORD C-D = -28/10 A-B = -303/805 NOTES (9-10) 1) Wind: ASCE 7-05; 100mph; TCDL=3.0psf; BCDL=3.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 44) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1162 lb uplift at joint C and 401 lb uplift at joint A. 7) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 8) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 9) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 10) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MMITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss RM6 Truss Type RAFTER Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378408 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:31:05 2010 Page 1 Scale = 1:74.4 T2 T3 W3 T1 W2 T4 W1 A B C D E F GH I J K 4x6 3x7 4x6 1.5x4 4x4 2x6 6x6 1-0-2 -0-8-8 0-8-8 0-10-12 0-10-12 1-1-8 0-2-123-0-12 1-11-4 -0-8-8 0-8-8 3-0-12 3-0-12 5-0-2 1-11-6 3-4-5 13-2-1 0-3-8 13-2-10 2-3-7 10-7-2 49.09 12 0.24 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 5.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.61 0.00 0.05 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.04 -0.04 0.00 (loc) C-D C-D l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 57 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 *Except* T1: 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins, except end verticals. BOT CHORD Rigid ceilingg directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 461/0-1-8 0-5-8 D = 287/0-1-8 0-5-4 Max Horz B = 238(LC 9) D = 437(LC 9) Max Uplift B = -406(LC 9) D = -138(LC 7) Max Grav B = 986(LC 20) D = 627(LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-I = -55/221 B-I = -55/221 C-J = -179/535 D-J = -179/535 D-F = -186/52 A-G = 0/35 A-K = -43/352 H-K = -36/414 C-H = -430/318 C-E = -183/114 B-H = -872/301 E-F = -38/7 WEBS D-E = -246/80 NOTES (13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=3.0psf; BCDL=3.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) -0-4-4 to 4-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.333 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 406 lb uplift at joint B and 138 lb uplift at joint D. 8) Non Standard bearing condition. Review required. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicatedd, fastened to truss TC w/ 2-10d nails. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall struccture is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss RM7 Truss Type RAFTER Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378409 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:31:05 2010 Page 1 Scale = 1:74.4 T2 T3 W3 T1 W2 T4 A B C D E F G H I 4x6 3x6 4x6 1.5x4 4x4 2x6 6x6 1-0-2 3-3-4 -0-8-8 0-8-8 0-10-12 0-10-12 1-1-8 0-2-123-0-12 1-11-4 -0-8-8 0-8-8 3-0-12 3-0-12 4-4-12 1-4-0 3-4-5 13-2-3 0-3-8 13-2-10 2-3-9 10-7-2 49.09 12 0.24 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 5.0 0.0 5.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.51 0.00 0.05 DEFL Vert(LL) Vert(TL) Horz(TL) in -0.02 -0.03 0.00 (loc) CC l/defl >999 >999 n/a L/d 240 180 n/a PLATES MT20 Weight: 55 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 *Except* T1: 2 X 6 SYP No.1 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 3-0-12 oc purlins, except end verticals. BOT CHORD Rigid ceiling direectly applied or 10-0-0 oc bracing. REACTIONS (lb/size) B = 368/0-1-8 0-5-8 D = 152/0-1-8 0-5-4 Max Horz B = 235(LC 9) D = 440(LC 9) Max Uplift B = -425(LC 9) D = -129(LC 7) Max Grav B = 915(LC 20) D = 518(LC 19) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -52/218 C-I = -168/538 D-I = -168/538 D-F = -123/44 A-G = 0/35 A-H = -42/413 C-H = -360/333 C-E = -105/130 B-H = -797/318 E-F = -20/5 WEBS D-E = -224/81 NOTES (13-14) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 100mph; TCDL=3.0psf; BCDL=3.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) -0-4-4 to 4-3-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 3) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1, Lu=50-0-0 4) Unbalanced snow loads have been considered for this design. 5) Provide adequate drainage to prevent water ponding. 6) Dead loads shown include weight of truss. Top chord dead load of 5.0 psf (or less) is not adequate for a shingle roof. Architect to verify adequacy of top chord dead load. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 425 lb uplift at joint B and 129 lb uplift at joint D. 8) Non Standard bearing condition. Review required. 9) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 11) Design assumes 4x2 (flat orientation) purlins at oc spacing indicated, fastened to truss TC w/ 2-10d naails. 12) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 13) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 14) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 Job 14290R Truss V1 Truss Type VALLEY Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378410 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:31:05 2010 Page 1 Scale = 1:18.5 T1 W1 B1 ST1 A B C E D F 2x4 1.5x4 1.5x4 1.5x4 1.5x4 6-1-4 6-1-4 6-1-4 6-1-4 0-0-4 3-0-10 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.27 0.15 0.05 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 24 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.3 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 OTHERS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 119/0-1-8 6-1-4 D = 27/0-1-8 6-1-4 E = 302/0-1-8 6-1-4 Max Horz A = 123(LC 9) Max Uplift D = -12(LC 9) E = -135(LC 9) Max Grav A = 119(LC 1) D = 36(LC 3) E = 310(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-B = -106/59 B-F = -47/0 C-F = -38/7 C-D = -29/15 BOT CHORD A-E = 0/0 D-E = 0/0 WEBS B-E = -237/171 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 44) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joint(s) D considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 lb uplift at joint D and 135 lb uplift at joint E. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters aand READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madisonn, WI 53719. March 11,2010 Job 14290R Truss V2 Truss Type VALLEY Qty 1 Ply 1 P14290-9541.CARMEL LOFTS-SHELTER-EK/EK Job Reference (optional) H1378411 Trussway, Houston, TX 77093 7.140 s Oct 1 2009 MiTek Industries, Inc. Thu Mar 11 10:31:06 2010 Page 1 Scale = 1:13.3 T1 W1 B1 A BC D 2x3 2x3 2x4 4-1-4 4-1-4 4-1-4 4-1-4 0-0-4 2-0-10 6.00 12 LOADING (psf) TCLL TCDL BCLL BCDL 20.0 12.0 0.0 10.0 SPACING Plates Increase Lumber Increase Rep Stress Incr Code 2-0-0 1.15 1.15 YES IBC2006/TPI2002 CSI TC BC WB (Matrix)0.18 0.19 0.00 DEFL Vert(LL) Vert(TL) Horz(TL) in n/a n/a 0.00 (loc) - - l/defl n/a n/a n/a L/d 999 999 n/a PLATES MT20 Weight: 14 lb GRIP 244/190 LUMBER TOP CHORD 2 X 4 SYP No.2 BOT CHORD 2 X 4 SYP No.3 WEBS 2 X 4 SYP No.3 BRACING TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) A = 140/0-1-8 4-1-4 C = 140/0-1-8 4-1-4 Max Horz A = 77(LC 9) Max Uplift A = -24(LC 9) C = -63(LC 9) Max Grav A = 140(LC 3) C = 141(LC 3) FORCES (lb) - Maximum Compression/Maximum Tension TOP CHORD A-D = -49/0 B-D = -38/38 B-C = -108/79 BOT CHORD A-C = 0/0 NOTES (10-11) 1) Wind: ASCE 7-05; 100mph; TCDL=5.0psf; BCDL=5.0psf; h=58ft; Cat. II; Exp B; enclosed; MWFRS (low-rise) gable end zone and C-C Interior(1) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pr=20.0 psf (roof live load: Lumber DOL=1.15 Plate DOL=1.15); Pf=20.0 psf (flat roof snow: Lumber DOL=1.15 Plate DOL=1.15); Category II; Exp B; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) Bearing at joiint(s) C considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 24 lb uplift at joint A and 63 lb uplift at joint C. 8) This truss is designed in accordance with the 2006 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 9) "Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 10) NOTE: Refer to attach Trussway Notes, Appendices and T-1 sheet for more information. 11) NOTE: The seal on this drawing indicates acceptance of professional engineering responsibility solely for the truss component design shown. LOAD CASE(S) Standard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown, and iis for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer. Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibility of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult Engineering Department 9411 Alcorn St. Houston, TX 77093 (713) 691 6900 8850 Trussway Blvd. Orlando, FL 32824 ANSI/TPI1 Quality Criteria, DSB-89 and BCSI1 Building Component (407) 857 2777 Safety Information available from Truss Plate Institute, 583 D'Onofrio Drive, Madison, WI 53719. March 11,2010 edge of truss. 1/16" from outside 0-96-31, 95-43, 96-20-1, 96-67, 84-32 4922, 5243, 5363, 3907 9667, 9730, 9604B, 9511, 9432A BOCA ICBO SBCCI CONNECTOR PLATE CODE APPROVALS JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. W4-6 W3-6 W3-7 W2-7W1-7 C1-8 C7-8 C6-7 C5-6 C4-5 C3-4 C1-2 C2-3 TOP CHORD TOP CHORD 8 7 6 54 1 2 3 BOTTOM CHORDS TOP CHORDS BEARING LATERAL BRACINGIndicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Indicated by symbol shown and/or by text in the bracing section of the output. Use T, I or Eliminator bracing if indicated. The first dimension is the width perpendicular to slots. Second dimension is the length parallel to slots. 4 x 4 PLATE SIZE * This symbol indicates the required direction of slots in connector plates. 1/16" * For 4 x 2 orientation, locate plates 0- * Center plate on joint unnless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and securely seat. 1 " 3/4 PLATE LOCATION AND ORIENTATION Symbols Numbering System © 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI1. 2. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 3. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 4. Cut members to bear tightly against each other. 5. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI1. 6. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI1. 7. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 8. Unless expressly noted, this design iss not applicable for use with fire retardant or preservative treated lumber. 9. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 10. Plate type, size, orientation and location dimensions shown indicate minimum plating requirements. 11. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 12. Top chords must be sheathed or purlins provided at spacing shown on design. 13. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 14. Connections not shown are the responsibility of others. 15. Do not cut or alter truss member or plate without prior approval of a professional engineer. 16. Install and load vertically unless indicated otherwise. Failure to Follow Could Cause Property Damage or Personal Injury General Safety Notes * Plate location details available in MiTek 20/20 software or upon request. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI1: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths MiTek Engineering Reference Sheet: MII-7473 2004 MiTek® WEBS