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TftMC0 ING By A MiTek Affiliate Trenco 818 Soundside Rd Edenton, NC 27932 Re: Pr160040min The truss drawing(s) referenced below have been prepared by Truss Engineering Co. under my direct supervision based on the parameters provided by NVR Building Products - Frederick. Pages or sheets covered by this seal: E30087 thruE30177 My license renewal date for the state of Indiana is July 31, 2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. LASS Q�&\STEq�., PE10707787 STATE OF 1 �p / P, ,���•. ND I AN . �N AL E� ����`� I I111\\\\\ January 21,2016 Lassiter, Frank IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions(s) identified and that the designs comply with ANSI/TPI 1. These designs are based ro specificon aers shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to Trenco. Any project information included is for Trenco's customer's file reference purpose only, and was not taken into account in the preparation esigns for any of these designs. Trenco has not independently verified the applicability of design the design parameteisand properly particular building. Before use, the building designer should verify applicability incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. E8992B31 EA -10023 1 HIPS 7.6308 JUI L6 Lul o mi l eK InUuJ —,I ice. nw v ID:hx7dljBdwCfE_tXj loHQGazdz3U-Y?FPBRSU 3gmvF_BGOYO 5-8.210-10-5 18-2-8 21-2-8 26-6-12 31-10-15 37-8-8 3 -7- 2 5.6-2 5-4-3 5.4-3 5u 01 5-4.3 5-4-3 5-9.9 0.11-4 Scale = 1:86.5 54 = 5x6 = 8.00 12 a 8x8 = 4x6 = 4x6 = 4x4 = 46 = 5x10 = 44 = 5x8 MT18H = 6x6 = 46 = 6x8 = LOADING (psf) 30.0 SPACING- 2-0-0 CSI. DEFL. Vert(LL) in (loc) I/defl Lid -0.46 12-14 >967 360 PLATES MT20 GRIP 197/144 TCLL (Roof Snow=30.0) Plate Grip DOL 1.15 Lumber DOL 1.15 TC 0.94 BC 0.79 Vert(CT) -0.55 12-14 >820 240 MT18H 244/190 TCDL 10.0 0.0 * Rep Stress Incr YES WB 0.47 Horz(CT) Wind(LL) 0.09 10 n/a n/a 0.23 12-14 >999 240 Weight: 249 Ib FT = 5% BCLL Code IRC2015ITP12014 (Matrix) BCDL 10.0 BRACING- BER- LUMBER - LUM 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 10-0-0 oc bracing. 3-5,6-8: 2x4 SP No.2D7-14,4-16 BOT CHORD WEBS 1 Row at mid pt 7-14, 4-16 BOT CHORD 2x6 SP No.1 D *Except* 14-16: 2x4 SP No.2 or 2x4 SPF No.2, 10-13: 2x6 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Left: 2x6 SP No.2 REACTIONS. (Ib/size) 1=1870/0-3-8, 10=1959/0-3-8 Max Horz 1 =-292(LC 10) Max Uplift9=-161(LC 12), 10=-189(LC 13) Max Grav 1=2507(LC 31), 10=2587(LC 31) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-1 5-68-2068/43316 218-2623/490, 7-21=-2929/474, 7-8=-3291/471, 9=-34458-224-3417/45759-22=-3669/439, 9 23=-3720/438? 10-23=-3986/418, 10-11=0/37 BOT CHORD 1-17=-313/3034, 17-24=-148/2661, 24-25=-148/2661, 16-25=-148/2661, 16-26=-8/2053, 15-26=-7/2054, 15-27=0/2069, 14-27=0/2066, 14-28=-112/2695, 13-28=-112/2695, 13-29=-112/2695, 12-29=-112/2695, 10-12=-239/3163 WEBS 2-17=-386/198, 4-17=-152/549, 7-12=-151/655, 9-12=-477/199, 6-14=-133/1102, 7-14=-1049/327, 5-16=-134/1103, 4-16=-970/327 JOINT STRESS INDEX 1 =0.73, 1 =0.00,2=0.26,3=0.46,4=0.71,5=0.52,6=0.50, 7=0.73,8=0.48,9=0.26, 10=0.87, 12=0.45, 13=1.00, 14=0.81 0.74, 15 = 0.74, 16 = 0.82 and 17 = 0.40 NOTES- (11-12) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 Ib uplift at joint 1 and 189 Ib uplift at \\ IIIII111111////// � K R LAS //% 15 fib. 5.5 &%.15 i(� 5 = �Q`,Q�01ST�R�. •,• lo PE10707787 STATE OF ' R '••.ND I AN 0 N A L e\\\0\ IIIIIIIII January 21,2016 ColimNlUmon page ENGINEERING BY AWARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1011.7473 rev. 10/03/2015 BEFORE USE. TRENCO Design valid for use only with Mitek® connectors. This design IS based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A tdi tMk Allilialo Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 818MounNC 279Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 0 Truss Truss Type Qty P y 00 Mid E8992831 ORDERS EA•10023 HIPS 1 1 Job Reference o tional 7.630 s Jul 28 2016 Mil— Industries, Inc. Mon Sep 14 12:51:47 2015 Page 2 NVR, ID:hx7dljBdwCfE_ty4loHQGazdz3U-Y?FPBRSU3gmvF_BGOY064UQRElxxsg6jmu2z?tydjhC NOTES- (11-12) 10) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ENGINEERING By A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI07an3 rev. individual 2015 BEFORE USE. TRENCO Design valid for use only with Mffek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A tai Icic Affllolo is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the818 Soudside fabrication, storage, delivery, erection and bracing of irusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component EdentonnNC 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Fly Ply 00_MidAflantic E8992904 ORDERS EA -10029 COMN 3 Job Reference o liana/ 7.630 s Jul 28 2015 MiTek Industdes, Inc. Mon Sep 14 13:06:20 2015 Page 1 NVR. ID:ILXxfcfxCXJ n31MCpuSJZKzdxu7-UyVQQyR5TUl1 U9Q2fOYrza4i1 DxAviceDW COg7nydjTr 11 4-8-3 9-4-4 14-0-5 18.6-8 •11• 4-8.3 4'8'1 4.8-1 4.8.3 5x6 11 412 II 8x8 = 412 II Id Scale = 1:63.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) I/deft L/d >999 360 PLATES GRIP MT20 197/144 TCLL 30.0 (Roof Snow --30.0) Plate Grip DOL 1.15 1.15 TC 0.62 BC 0.60 Vert(LL) -0.09 Vert(CT) -0.15 8-9 8-9 >999 240 TCDL 10.0Rep * Lumber DOL Stress Incr NO WB 0.70 Horz(CT) 0.03 Wlnd(LL) 0.04 6 n/a n/a 8-9 >999 240 Weight: 368 Ib FT = 5% BCLL 0.0 Code IRC2015/TP12014 (Matrix) BCDL 10.0 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP No.1 D WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 4-8: 2x4 SP No.2 or 2x4 SPF No.2 WEDGE Left: 2x6 SP No.2, Right: 2x6 SP N0.2 REACTIONS. (Ib/size) 2=9230/0-3-8, 6=9139/0-3-8 Max Horz 2=206(LC 9) Max Uplift2=-294(LC 10), 6=-288(LC 10) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-3=-9746/351, 3-10=-6468/284, 4-10=-6332/320, 4-11=-6332/320, 5-11=-6467/284, 5-6=-9763/348 BOT CHORD 2-9=-253/6423, 8-9=-253/6423, 7-8=-176/6429, 6-7=-176/6429 WEBS 3-9=-118/4461, 4-8=-367/8590, 5-7=-112/4487, 3-8=-2908/227, 5-8=-2923/229 JOINT STRESS INDEX 2=0.92,2=0.00,3=0.76,4=0.68,5=0.76,6=0.91,6=0.00,7=0.44,8=0.73 and 9=0.44 NOTES- (11-12) 1) 3 -ply truss to be connected together with 10d (0.120"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.9-0 Do. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 Do. 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 7-10; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. ll; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 294 Ib uplift at Joint 2 and 288 Ib uplift at Joint 6. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \\111111 I I 1111///7 R. LASS OST�RF '. Q _- PE10701787 STATE OF ' R ' O N A L IE� January 21,2016 Continued on page 2 ENGINEERING BY A WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2016 BEFORE USE. �����0 Design valid for use only with MTek®conneciors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the over building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addlfional temporary and permanent bracing A t:fi Trdi Aflilia l�, is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the818 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Crllerla, DSB•89 and SCSI Building Component Edenton, NC 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. E8992904 EA -10029 NVR, IU:ILXxicnc�n�rwuvwNuw�.,-�^-• -, --,- 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of mph. do 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 2-6=-913(B=-893),1-4=-80, 4-6=-80 A rev. 1010312015 BEFORE USE. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the appricability of design parameters and properly In this design Into the overall buiildinngsdeg9led forsn. {ab fdicaateednd aIspto prevent collapse buckling individual possible truss nal nu and/or and chord ty damage members nF r genleral guiidantional pce regarding the Hent bracing is fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component itute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Safety Information available from Truss Plate Inst TERIENCO, 818 Soundside Road Edenton, NC 27932 0 Truss Truss Type Qty P y 00_MidAUanllc E8992836 ORDERS EA -10030 COMN 1 ___ 1 7.630 __ ........... lJobReference o tional s Jul 28 2015 MiTek Industries, Inc. Mon epi 12:51:512015 Page 1 _.._.,.,.,_,,..,_.. r) 9PvKnhWAnFr.IhVV0B8evdih'. NVK, mmxfuluouwl+ _l jiv oe..w.,-. •���•• r•• 11 4-7-3 9-4-4 14-1-5 18.8-8 1 -7-1 11 4 7.3 4 9 1 4.9.1 4-7.3 11 4x6 = 6x8 = 9 Ig Scale = 1:62.2 LOADING(psf) SPACING- 2-0-0 CSI, DEFL. in (loc) 2-10 I/deft >999 L/d 360 PLATES GRIP MT20 197/144 TCLL 30.0 (Roof Snow --30.0) Plate Grip DOL 1.15 1.15 TC 0.54 BC 0.82 Vert(LL) Vert(CT) -0.15 -0.30 2-10 >751 240 TCDL 10.0 ' Lumber DOL Rep Stress Incr YES WB 0.39 Horz(CT) Wind(LL) 0.02 0.02 8 2-10 n/a >999 n/a 240 Weight: 104 Ib FT = 5% BCLL 0.0 Code IRC2015/TP12014 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud SLIDER Left 2x6 SP No.2 3-3-8, Right 2x6 SP No.2 3-3-8 REACTIONS. (Ib/size) 2=1010/0-3-8,8=1010/0-3-8 Max Horz2=-262(LC 10) Max Uplift2=-83(LC 12), 8=-83(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/31, 2-3=-1038/168, 3-4=-827/193, 4-15=-803/215, 5-15=-669/237, 5-16=-669/237, 6-16=-803/215, 6-7=-827/193, 7-8=-1038/168, 8-9=0/31 BOT CHORD 2-11=-125/742, 11-12=-125/742, 10-12=-125/742, 10-13=-25/638, 13-14=-25/638, 8.14=-25/638 WEBS 4-10=-291/252, 5-10=-194/623, 6-10=-291/252 JOINT STRESS INDEX 2=0.55,2=0.30,2=0.30,3=0.00,4=0.26,5=0.46,6=0.26,7=0.00,8=0.55,8=0.30,8=0.30 and 10=0.73 NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 Ib uplift at joint 2 and 83 Ib uplift at joint 8. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. R. LAS PE10707787 ' '•, STATE OF ' R i '., Ok ./AID I ANP F•....•••'' GSC, \\� 'O N A L IIIIIiIII January 21,2016 ENGINEERING BY A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED para REFE ANCEshown PAGE for an rev. Individual 2016 BEFORE USE. TREm"Dmow Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A Hi fok Affilialo Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the818 Soundside fabrication, storage, delivery, erection and bracing of trusses and truss systems,! Quality Criteria, DSB•89 and BCSI Building Component Edenton, NC 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Job Truss 7-5-0 3-8-8 LOADING (psf) Ply tb_MidA6antic E8992837 ORDERS EA -10031 ��Irl�, Tty 1 Job Reference (notional) MT20 197/144 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.12 � ann ..�,a �a gnu Mi7ek induxtries. Inc. Mon Seo 1412:51:52 2015 Page 1 NVR, ID:hx7dljBdwCf"jioHQGazdz3U•vz21F8wduCOBL13Dp5_HnX8SBJpeXCISwAlkg4ydjhL 0-11-4 3-8-87-5-0 8.4-4 0.11 4 3.8.8 3-8.8 0.1 1.4 46 = 8 4x8 = 5 3x4 11 3x4 11 IC5 Scale = 1:30.5 NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs \\\\\ A. LA S,9 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. \�� P.\ ..•••'••. �% 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `��� �Q` P�G1ST6"' fit between the bottom chord and any other members. ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 Ib uplift at joint 8 and 45 Ib uplift at joint ' 6. - PE10707787 8) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ' 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. = • • • 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of Q �,STATE OF 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. (� T *"-./VD IA •' ��� \� ''•......•'• G 0 N A L 1E\ \\\\\\\ January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. E Nal NE E RI FIG BY Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall TRENCO building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A t,ti ink Afliliato Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 3.8-8 3.8-8 7-5-0 3-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.00 7-8 >999 360 MT20 197/144 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.12 Vert(CT) -0.01 7-8 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 6 n/a n/a BCLL 0.0 Code IRC2015/TP12014 (Matrix) Wind(LL) 0.00 7 >999 240 Weight: 41 Ib FT = 5% BCDL 10.0 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS. (Ib/size) 8=443/0-3-8, 6=443/0-3-8 Max Horz 8=-1 18(LC 10) Max Uplift8=-45(LC 12), 6=-45(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/61, 2-9=-316/57, 3-9=-176/67, 3-10=-176/67, 4-10=-316/57, 4-5=0/61, 2-8=-415/135, 4-6=-415/135 BOT CHORD 7-8=-118/118, 6-7=0/0 WEBS 3-7=0/139, 2-7=0/181, 4-7=0/181 JOINT STRESS INDEX 2=0.19,3=0.10,4=0.19,6=0.12,7=0.10 and 8=0.12 NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 12.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs \\\\\ A. LA S,9 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. \�� P.\ ..•••'••. �% 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will `��� �Q` P�G1ST6"' fit between the bottom chord and any other members. ' 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 Ib uplift at joint 8 and 45 Ib uplift at joint ' 6. - PE10707787 8) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. ' 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. = • • • 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of Q �,STATE OF 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. (� T *"-./VD IA •' ��� \� ''•......•'• G 0 N A L 1E\ \\\\\\\ January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. E Nal NE E RI FIG BY Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall TRENCO building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A t,ti ink Afliliato Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 0 Truss 7:aCOMN uss Type Qty Ply 00_MldAtlentic E8992905 ORDERS EA -10032 1 2 Job Reference 0 tional 7.630 a Jul 28 2015 MiTek Industries, Inc. Mon Sep 1413:06:21 2015 Page 1 NVR, ID:ILXxfcfxCXJn31MCpuSJZKzdxu7-y93pdHRjECtu61?ED644VndyycEdeOjMlslDgDydjTm 38.8 7-5.0 3.8.8 3.8.8 46 11 5x10 11 4x12 11 5x10 11 I6 Scale =1:29.3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud 1-4 >999 360 PLATES GRIP MT20 197/144 TCLL 30.0 (Roof Snow --30.0) Plate Grip DOL 1.15 1.15 TC 0.28 BC 0.78 Vert(LL) -0.03 Vert(CT) -0,05 1-4 >999 240 TCDL 10.0 ` Lumber DOL Rep Stress Incr NO WB 0.84 Horz(CT) 0.01 Wind(LL) 0.01 3 n/a n/a 1-4 >999 240 Weight: 75 Ib FT = 5% BCLL 0.0 Code IRC2015/TP12014 (Matrix) BCDL 10.0 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Left: 2x6 SP No.2, Right: 2x6 SP No.2 REACTIONS. (Ib/size) 1=3537/0-3-8,3=3537/0-3-8 Max Horz 1=-84(LC 6) Max Upliftl=-114(LC 11), 3=-114(LC 10) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-2854/99, 2-5=-2698/112, 2-6=-2698/112, 3-6=-2854/99 BOT CHORD 1-4=-57/1806, 3-4=-57/1806 WEBS 2-4=-89/3911 JOINT STRESS INDEX 1 =0.46, 1 =0.00,2=0.58,3=0.46,3=0.00 and 4=0.57 NOTES- (10-11) 1) 2 -ply truss to be connected together with 10d (0.120'x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 -1 row at 0-9-0 Do. 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 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 Ib uplift at joint 1 and 114 Ib uplift at joint 3. 9) 'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. gyp,@,A Standard AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Safety Informationavailableava delive from erection and Plate Institute, 218 Nof e Lee Street, Ss and truss uite 312, AleNandrlat, VA 22314riferla, DSB•89 and SCSI Building Component \\ooI 1 I I I 11111111/ Q PE10707787 ; STATE OF 0/\\ ANP'' 9/ON40 r►lnlnl► January 21,2016 TREKco A Mi b,k Mlilia lc1 818 Soundslde Road Edenton, NC 27932 Job TNSS Truss type Qty PlyTJob dAt antic E8992905 ORDERS EA -10032 COMN 1 eference0 UOnai 7.630 s Jul 28 2016 MiTek IndusVies, Inc. Mon Sep 1413:06:212015 Page 2 NVR, ID:ILXxfcfxCXJn3IMCpuSJZKzdxu?-y93pdHRjECtu6l?ED644VndyycEdeOjMlslDgDydjTm LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-913(B=-893),1-2=-80, 2-3=-80 NGINEERING By AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. TREENCO Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the appfcability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckring of Individual truss web and/or chord members only. Additional temporary and permanent bracing i. k11 Trek Miilial., Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 818 Soundside fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPl1 Quality Crlterta, DSB•B9 and BCSI Building Component Edenton, NC 279324 =Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Jo Truss Truss Type Qty P y 00_MidAtlan0c E8992993 EA -10189 MONO 1 1 ORDERS Job Reference (optional) 7.01,3111-112-2.1- ,Jul MiTek Industries, Inc. Mon Sep 1413:13:40 2015 Page 1 NVR, ID:HZFsSn8Sdvd57?ewfb33giywvoa-cc4mmOl4r4Bb(iMJC S0 oMJzoaD_7m0_hgbxaGydjN 0-1 I9 Scale =1:11.4 Plate Offsets X Y - 4:Ed e 0-2-0 CSI. DEFL. Vert(LL) in -0.01 (loc) 2-4 i/defl >999 Lid 360 PLATES GRIP MT20 197/144 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 Lumber DOL 1.15 TC 0.31 BC 0.16 Vert(CT) -0.02 2-4 >999 240 TCDL 10.0 Rep Stress Incr YES W B 0.03 Horz(CT) Wind(LL) Wind LL 0.00 0.00 2 n/a * • n/a 240 Weight: 121b FT=5% BCLL 0.0 _ Code IRC2015/TPI2014 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 20 SPF No.2 WEBS 2x4 SP No.3 or 20 SPF Stud REACTIONS. (Ib/size) 2=285/0-3-8,4=173/0-1-8 Max Horz2=67(LC 8) Max Uplift2=-71(LC 8), 4=-35(LC 12) Max Grav2=289(LC 19), 4=186(LC 19) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20,2-5=-58/15,3-5=-38/39 BOT CHORD 2-4=0/0 WEBS 3-4=-149/93 JOINT STRESS INDEX 2=0.20,3=0.05 and 4=0.04 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (11-12) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat.[]; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 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 Ilve loads. 6) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 4 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 at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 Ib uplift at joint 2 and 35 Ib uplift at joint 4. 10) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. /JO \\��t.1111111 111 R. LAS O PE10707787 '0 '•, STATE OF 1 OT� •• A01 ANP'' /OM 1111111►� January 21,2016 NGINEERING BY A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2016 BEFORE USE. TEREM90 Design valid for use only with Mfrek® connectors. This design is based only upon parameters shown, and is for an individual building component, nota truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall 111h to building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the818 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component Edenton,INC 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty P y 00 MidAtlantic E8993039 EA -10448 HIPS 1 1 ORDERS Job Reference I (optional) 7.630 s Jul — 2015 _ . — IndusVies, Inc. Mon Sep 14 13:29:11 2015 Page 1 NVR, ID:hx7dlJBdwCfE_tXjtoHQGazdz3U-rjrj9k13b8UVI kXT4f_1hNw5tnadixOnOdImpydj8 21-2-8 26-7-11 3-10-13 7-0-0 10.10-14 18-2-8 5.0-0 5.5.3 5.5.3 5-7-9 0-11-4 3-10.13 3.1-3 3.10.14 5.3.11 Scale = 1:76.2 5x6 = 5x6 = bxb 4x8 = 3x10 MT18H= 3x8 = 4x4 = 3x10 MT18H = 3x4 = N N I LOADING(psf) TCLL 30.0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 * SPACING- 2-0 0 Plate Grip DOL 1.15 ITDOL 1,15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.93 BC 0.94 WB 0.52 (Matrix) DEFL, Vert(LL) Vert(CT) Horz(CT) Wind LL Wind(LL) in (loc) I/deft L/d -0.36 17-19 >999 360 -0.57 17-19 >794 240 0.15 12 n/a n/a 0.07 17-19 >999 240 PLATES MT20 MT18H Weight: 2441b GRIP 197!144 244/190 FT = 5% BCDL 10.0 WEBS 6-19=-129/805, 11-14=-440/206,5-19=-513/136,3-19=-53/154 `lIR, �\ n, LASSO JOINT STRESS INDEX (Gv, r [MCT] LUMBER- NOTES- (11-12) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS left right exposed ;C -C for members and forces & MWFRS for BRACING- TOP CHORD Structural wood sheathing directly applied. • -- • _ TOP CHORD 2x4 SP No.2D *Except* 2x4 SP No.2 or 2x4 SPF No.2, 1-4: 2x4 SP No.1 D BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 9-16 non -concurrent with other live loads. drainage to prevent water ponding. 7-8,10-13: 5) Provide adequate 6) All plates are MT20 plates unless otherwise indicated. live loads. WEBS 1 Row at mid pt 6-17, 8-17, �� ►/ I I I (January 21,2016 BOT CHORD 2x4 SP No.1 *Except* 12-15:2x4 SP No.2D WEBS 2x4 SP No,3 or 2x4 SPF Stud WEDGE Right: 2x4 SP or SPF No.3 or Stud SLIDER Left 2x4 SP or SPF No.3 or Stud 2-3-10 REACTIONS. (Ib/size) 1=1877/0-3-0,12=196610-3-8 Max Horz1=-292(LC 8) Max Upliftl=-162(LC 12), 12=-188(LC 13) Max Grav 1=251 O(LC 31), 12=2595(LC 31) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 21=32428/455, 32074/427752/422, 3B-22=-2431/462, 72746/446, 9-23=-3276/467,10-23=-3459/448, 10 10=/ 3660/434, 7-8=849/402, 92 2 11-24=-3713/433, 12-24=-3972/414,12-13=0/32 BOT CHORD 1-19=-320/2976, 19-25=-163/2633, 18-25=-163/2633, 18-26=-163/2633, 17-26=-163/2633, 17-27=0/2069, 16-27=012069, 15 16=-119/2682, 15-28=-119/2682, 28-29=-119/2682, 14-29=-119/2682, 12-14=-241/3136 6-17=-986/267, 7-17=-110/963, 8-17=-262/292, 8-16=-147/1037, 9-16=-1049/263, 9-14=-67/629, WEBS 6-19=-129/805, 11-14=-440/206,5-19=-513/136,3-19=-53/154 `lIR, �\ n, LASSO JOINT STRESS INDEX (Gv, r 1=0.96,1=0.73,2=0.00,3=0.26,4=0.47,5=0.26,6=0.73,7=0.77,8=0.73,9=0.71,10=0.51,11=0.26,12=0.76,12=0.00,1 0.72, 18 = 0.88 and 19 = 0.62 \Q$�,�,0% NOTES- (11-12) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS left right exposed ;C -C for members and forces & MWFRS for PE10707787 = _ - (envelope) gable end zone and C -C Exterior(2) zone; cantilever and • -- • _ reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 design. '4 STATE OF ; ` 3) Unbalanced snow loads have been considered for this 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs Ok'. !Np I AQP,,. non -concurrent with other live loads. drainage to prevent water ponding. //j . .'".•"'� S�\ 5) Provide adequate 6) All plates are MT20 plates unless otherwise indicated. live loads. 11N AI-011��\�� / 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �� ►/ I I I (January 21,2016 fit between the bottom chord and any other members, with BCDL = I O.Opsf. Continued on page 2 ENGINEERING By A WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED Mara REFERhown PAGE Mor an rev. fg/03/2016 BEFORE USE. TR ��CO Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall A t IHT ,K Allilia D-. building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the818 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see AN51/TPI1 Quality Criteria, DSB-89 and BCS( Building Component Edenton,Soundside 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ORDERS HIPS E8993039 7.6305 Jul Z6201a NIUeK muusm—,,"w. 1— —.1 •-•--••.--- ID:hx7dlj BdwCfE_tXj IoHQGazdZ3U-rj d9k13b8UVTrkXTgfL1 hNw5tnadixOnOdimpydj8M NOTES- (11-12) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 Ib uplift at joint 1 and 188 Ib uplift at joint 12. 10) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ENGINEERING BY AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. TRE"90 Design valid for use only with MiTea connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the uilding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent brabcinglilialo is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Crlterto, DSB-B9 and BCSI Building Component 818 Edenton,27932 Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Jo Truss Truss Type Qty Ply�1,1 ABantic E8993321 ORDERS EA -10854 MONO 1 ferenceotional71 l 28 2015 MiTek Industries, Inc. Mon Sep 14 14:01:28 2015 Page 1 NVR, ID:FaeONVS sKzlBweORSc8agyyCPLk-dMN_h3T4QHXgLWJ pR7va1 A51 ?hl DztY7BtLj F 1 ydigE 0-1 Scale =1:13.0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) 2-4 I/defl >999 Ud 360 PLATES GRIP MT20 197/144 TCLL 30.0 (Roof Snow --30.0) Plate Grip DOL 1.15 1.15 TC 0.57 BC 0.27 Vert(LL) Vert(CT) -0.03 -0.06 2-4 >958 240 TCDL 10.0 Lumber DOL Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 We * * n/a 240 Weight: 15 Ib FT = 5% BCLL 0.0 ' Code IRC2015/TPI2014 (Matrix) Wind(LL) 0.00 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 2=332/0-3-8,4=225/0-1-8 Max Horz 2=80(LC 8) Max Uplift2=-75(LC 8), 4=-46(LC 12) Max Grav2=340(LC 19), 4=247(LC 19) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20,2-5=-72/18,3-5=-50/53,3-4=-200/122 BOT CHORD 2-4=0/0 JOINT STRESS INDEX 2=0.23,3=0.08 and 4=0.05 Structural wood sheathing directly applied or 5-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (11-12) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MW FRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 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) ` This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0 0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 4 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 at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 Ib uplift at joint 2 and 46 Ib uplift at joint 4. 10) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0,78 will adjust wind uplift reaction to a wind speed of 90 mph. \\11111 0 B. LASS PE10707787 ; STATE OF ' Q o'••'•� !N NP.•� /ON40 //I/I 11111111110 January 21,2016 ENGINEERING By AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. �����0 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the building designer must verify the appricability of design parameters and properly incorporate this design into the overall A F.Ii T;,k Allili:r l.i building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the818 Soundside fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component Edenton, NC 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 00_MldAtlantic PLATES GRIP MT20 197/144 Weight: 287 lb FT 5% LUMBER- BRACING - E8993506 ORDERS EA -11134 SPEC 1 1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, BOT CHORD 2x6 SP No.2 *Except* WEBS Job Reference (optional) NVR, r.OJV 5 JUI GO ZVI0 MI I— IIIUUS 1—, 1[ IV. IVIVII JC,! IY . .c 4V V r.u. , ID:NIbnxHl?tAx_BpJ HbKYr4rzm HB4-IfCJ6b94gzG?IRErkFByQziabaVgaKZ6HwtA8cydiKY 36-11-4 111-11 11 683 12-10.1 18.11.15 22.10.7 26-1-8 20.11-12 34.10-0 6.2.0 3&0.0 11 683 61-14 111.14 3.10.8 2-3-1 4104 4.104 1.4.0 1.10-0 11 Scale =1:80.1 5x6 = 6.00 12 3x6 7 3x6 i 5 8 3x6 4 9 8x8 10 3 11 5x6 12 2 13 i 7 1JIO 16 46 = 22 21 20 24 25 19 188x12 — 15 4x6 = 5x10 —_ 4x6 II 4x6 II 4x6 II 6x10 — 8x12 6x 4x8 = — 8x6 = 4x6 11 6.00 12 LOADING(psf) TCLL 30.0 (Roof Snow=30.0) BCLL 0.0 TCDL 10.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.97 BC 0,99 WB 0.92 (Matrix) DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) I/deft Ud -0.33 16-17 >999 360 -0.63 16-17 >720 240 0.21 13 n/a n/a 0.1816-17 >999 240 PLATES GRIP MT20 197/144 Weight: 287 lb FT 5% LUMBER- BRACING - 818 Soundside Road TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* Edenton, NC 27932 TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No,1 D, 9-14: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, BOT CHORD 2x6 SP No.2 *Except* WEBS 1 Row at mid pt 7-19 8-18: 2x4 SP No.3 or 2x4 SPF Stud 13-15,15-16: 2x4 SP No.2 or 2x4 SPF No.2, 19-21: 2x10 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 6-21,17-19,12-16: 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS, (Ib/size) 2=1972/0-3-8,13=1972/0-3-8 Max Horz2=-172(LC 13) Max Uplift2=-219(LC 12), 13=-219(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-3=-3652/720, 3-4=-3067/641, 4-5=-2868/671, 5-6=-3024/800, 6-7=-2823/755, 7-8=-3044/737, 8-9=-3102/693, 9-10=-3209/668, 10-11=-5940/1170,11-12=-5949/1073,12-13=-3565/677,13-14=0/32 BOT CHORD 2-22=-521/3157,21-22=-524/3166,20-21=-151/1956, 20-24=-151/1956,24-26=-161/1956,19-25=-151/1956, 18-19=-149/121, 17-18=-111/27, 8-17=-98/93,16-17=-608/3641,13-15=-520/3038,15-16=-521/3129 WEBS 5-21=-652/266, 6-21=-311/1394, 6-19=-279/1347, 7-19=-1385/329, 17-19=-170/2510, 7-17=-207/1032, 10-17=-904/312, 10-16=-345/2137, 11-16=-113/131, 12-15=-1334/209, 12-16=-392/2478, 3-22=-19/173, 3-21=-558/198 JOINT STRESS INDEX 2=0.89,3=0.66,4=0.68,5=0.26,6=0.70,7=0.88,8=0.48,9=0.55, 10=0.56, 11 =0.26, 12=0.73 = 0.40, 19 = 0.84, 20 = 0.27, 20 = 0.30, 20 = 0.35, 20 = 0.35, 20 = 0.35, 21 = 0.86, 22 = 0.26 and 23 = 0.26 13=0.79, 15=0.79, 15=0.5 NOTES- (10-11) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) All plates are 3x4 MT20 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 has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 Ib uplift at joint 2 and 219 Ib uplift at joint 13. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 2 0 , 16 = 0.0 1161-0.53A 17 4(,9,0, 18 ♦♦ ��' r'1STeRF�T��, PE10707787 - %�r� •'• STATE OF Q ., iN 0DIA � ♦ 7 0 N4 L E�\\\♦ //1111111110\ January 21,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not ENGINE ERI NG BY TRE14CEIa truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A MiTola Allili is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty P y 00_MidAtlantic E8993506 ORDERS EA -11134 SPEC 1 1 Job Reference o tional 7.630 s Jul 28 2015 MiTek Industries, Inc. Polon Sep 14 14:24:27 2015 Page 2 NVR, ID:NlbnxHl7tAx_BpJ HbKYr4rzm H B4-IfCJ 6b94gzG71RErkF8yQziabaVgaKZ6HwtA8cydiKy 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x0,78 will adjust wind uplift reaction to a wlna speea or I Io ruprl. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. NGINEERIhlGBY WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. TERENC0 Design valid for use only with Mitek® connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicabilit7 y, of design parameters and properly incorporate this design into the overall 9 A Kit Truk Alllllnto building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the Safety tion, Stora , delivery, eable from Truss an Plate of t8 N. Lee Street, Site systems, s Alexandria, I/TP11VA lily Criteria, DSB-89 and SCSI Building Component Edenton, NC 27932 d Job Truss Truss Type Qty Ply 00_MidAtlantic I/deft Ud PLATES GRIP TCLL 30,0 (Roof Snow --30.0) Plate Grip DOL E8993507 ORDERS EA -11135 SPEC 1 1 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0,97 Vert(CT) Job Reference (optional) NVR, 7.630 a Jul 282016 MiTek Industries, Inc. Mon Sep 1414:24:282015 Page 1 ID:NlbnxHi?tAx_BpJH bKYr4rzmH B4-DsmhKxAiRH Osvbp2HyfBzBFm_zr9JpOF W adkg2ydiKX 38-11-4 64-0 12-10-1 18-11-15 22.10.7 25-1-8 31.0.0 34-10-0 62-0 38-0.0 8-4-0 68-13.10.86.148 3.10-01.140 11 Scale =1:79.2 5x6 = e.nn 46 = 21 20 19 23 24 18 17bxlu = _ 14 4x6 = 5x10 = 4x6 II 4x6 II 4x6 11 6x10 = 6x12 4x8 = 6x6 = 4x6 11 6.00 L12 12-10-1 22-10-7 25i— 34.10-0 36-2-0, 38-0-0 , 6-40 6-6-1 10-0-6 2-3-1 9-8-8 1-4-0 1-10-0 Plate Offsets (X,Y)-- [12:0-0-12,Edgel, [14:0-0-8,0-1-81, [15:0-1-10,0-0-41, [16:0-3-4,0-3-41, [18:0-4-8,0-2-41, f20:0-1-8,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30,0 (Roof Snow --30.0) Plate Grip DOL 1.15 TC 0.93 Vert(LL) -0.36 15-16 >999 360 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0,97 Vert(CT) -0.83 15-16 >544 240 BCLL 0.On * Rep Stress Incr YES WB 0.82 Horz(CT) 0.21 12 n/a Na Rr^.nl in Code IRC2015/TP12014 (Matrix) Wind(LL) 0.18 15-16 >999 240 Weight: 281 Ib FT = 5% LUMBER - TOP CHORD 2x4 SP No.2D *Except* 3-5: 2x4 SP No.1 D, 5-8: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* 1-19,17-19: 2x6 SP No.2, 7-17: 2x4 SP No.3 or 2x4 SPF Stud 15-16: 2x4 SP No.1, 18-20: 2x10 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 5-20,16-18,11-15: 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. (Ib/size) 1=1884/0-3-8,12=1973/0-3-8 Max Horz 1 =-1 80(LC 13) Max Uplift1=-195(LC 12), 12=-219(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-18,9-16 FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3690/736, 2-3=-3087/643, 3-4=-2971/674, 4-5=-3038/806, 5-6=-2822/758, 6-7=-3068/761, 7-8=-3086/687, 8-9=-3202/657,9-10=-5872/1094, 10-11=-5943/1040,11-12=-3554/683,12-13=0/32 BOT CHORD 1-21=-546/3204, 20-21=-549/3213, 19-20=-154/1959, 19-23=-154/1959, 23-24=-154/1959, 18-24=-154/1959, 17-18=-195/118, 16-17=-95/34, 7-16=-249/165, 15-16=-665/3739, 12-14=-528/3034, 14-15=-530/3147 WEBS 2-21=-32/171, 2-20=-586/215, 4-20=-667/274, 5-20=-316/1410, 5-18=-280/1334, 6-18=-1277/311, 16-18=-145/2483, 6-16=-233/1010, 9-16=-1073/347, 9-15=-225/1902,10-15=0/92,11-14=-1436/218,11-15=-347/2485 JOINT STRESS INDEX \111111 II// 0.48, 188 = 0.896169 3 0 26 51 9 = 0.30, 19 =0.34619= 0634, 19 0.58, 0.34, 20 8 0.84214= 0.26 and 221= 0.26 0.73, 12 = 0.78, 14 = 0.79, 14 = 0.50, 15 = 0\Q���5=,Q,57,�6 P(Kja�, 17 = j� L �� tom\` •,.,,,,,,•• �� //� NOTES- (10-11) ��\ Q •' �ST� •,, iii 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS ` �' �G R�O',,•� (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for Q' reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 PE 10701187 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 — t 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 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. : '•, STATE OF Q 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i �O •', , P , • (�� 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �i�/ ,(\ fit between the bottom chord and any other members, with BCDL = 10.Opsf. / (CS 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 Ib uplift atjoint 1 and 219 Ib uplift at / /// /ONALO ��\ 9) joint Semi --rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. /// S/"// I I I I I 111111111\ Continued on page 2 January 21,2016 ,A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411.7473 rev. 10/03/2015 BEFORE USE.E NG1NE Et;I NG BY Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not TRErICO a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing !, fdi 14 Alfilialn Is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPit Quality Criteria, DSB-89 and SCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 ORDERS IEA -11135 ISPEC E8993507 Page NVR. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with M1TekCD connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building a sdeggued for tabtliidycandtis to o prevent collapselw9h possible of ual petruss web sonal 1nJurynandrchord members properiy damage. F r general guidanitional ce rregardinand the permanent bracing Safety bion, Stora , deable from Trtionruss andPlatbracing racin of trusses N. Lee Street, Su fe 312, AlexaeANsndriaI'll, VSA 22314riterta, DSB•89 and BCSI Building Component TRE14CO 818 Soundside Road Edenton, NC 27932 ORDERS IEA -11136 ISPEC ID:NlbnxHlltAx_BpJ E8993508 11- 6-10-11 13-1-1 18-11.15 zz-10.7 z5.1 -B zs-11-12 341ao 6.2.0 38-0.0 11- 6.10-11 6-2-6 5-1014 3.10.8 2 -at 410.4 4-10.4 1-4.0 1-10.0 11 - Scale = 1:71.2 6x8 = o.uu I Ie 4x8 7 5 8 34 3x6 i 9 8x8 4 10 3 11 5x6 12 13 i = 16 22 24 2521 20 28 8x1219 18 8x12 = 15 4x6 = 4x4 = 4x8 = 4x4 = 6x10 = 6.00112 6x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.35 16-17 >999 360 MT20 197/144 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.67 16-17 >675 240 - PE 10107787 ; TCDL 10.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.23 13 n/a n/a �, STATE OF Q BCLL 0,0 * Code IRC2015ITP12014 (Matrix) Wind(LL) 0.20 16-17 >999 240 Weight: 255 Ib FT = 5% BCDL 10.0 IE,\\\\�` January 21,2016 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 4-6: 2x4 SP No.2D, 9-14: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x6 SP No.2 *Except* WEBS 1 Row at midpt 7-19.5-20 8-18: 2x4 SP No.3 or 2x4 SPF Stud 13-15,15-16: 2x4 SP No.2 or 2x4 SPF No,2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 17-19,12-16: 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. (Ib/size) 2=1972/0-3-8.13=1972/0-3-8 Max Horz 2=-1 72(LC 13) Max Uplift2=-219(LC 12), 13=-219(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-3=-3580/748, 3-4=-3166/659, 4-5=-3052/690, 5-6=-2231/595, 6-7=-2754/768, 7-8=-3004/732, 8-9=-3090/692, 9-10=-3199/667, 10-11=-5946/1171, 11-12=-5957/1075,12-13=-3565/677,13-14=0/32 BOT CHORD 2-22=-544/3095, 22-24=-329/2492, 24-25=-329/2492, 21-25=-329/2492, 20-21=-329/2492, 20-26=-129/1892, 19-26=-129/1892,18-19=-158/249,17-18=-98/6, 8-17=-51/89,16-17=-607/3537,13-15=-520/3038,15-16=-521/3131 WEBS 6-19=-338/1293, 7-19=-20571397,17-19=-151/2466, 7-17=-266/1720,10-17=-912/313,10-16=-347/2149,11-16=-109/130 .14 59� ,12-15=-1341/210,12-16=-393/2485, 6-20=-135/876, 5-20=-1029/297, 5-22=-61/619, 3-22=-498/263 JOINT STRESS 3 10..226, 4 = 0.50, 5 = 0.69, 6 = 0.60, 7 = 0.83, 8 = 0.63, 9 = 0.55, 10 = 0.57, 11 = 0.26, 12 = 0.73, 13 = 0.79, 15 = 0.79, 15 = 0.50, 1 /, 16 = 0��'F•�`11/61r�y(OI I,3 l �,g772, 18 �ASS� = 0.56, 19 = 0.75, 20 = 0.66, 21 = 0.73, 22 = 0.44 and 23 = 0.26 NOTES- (10-11) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for : '• i reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - PE 10107787 ; 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 psf on overhangs _ • • _ non -concurrent with other live loads. �, STATE OF Q 5) All plates are 3x4 MT20 unless otherwise indicated. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. by 2-0-0 ((/ , ' -/N P, ." % 0 "'-'/V T �,AN,.� 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall wide will .,� fit between the bottom chord and any other members, with BCDL = 10.Opsf. mechanical on rs) of truss to ng e capable 219 lb ift at 2 nd 219 Ib uplift at/SiON ��� Ai of thisint tchbreaks ncluldingbheelseMernber end fixity odeltwas used infthe analysis and designanding 9) joint Se 0.31 d truss. )" 9 p IE,\\\\�` January 21,2016 Continued on n2ae 2 A WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design varid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the appiicabllity of design parameters and property Incorporate this design into the overall TRENCO building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A fdi lr,k i l ilialo Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 1 Edenton, NC 27932 �®RIERS Truss T(USS Type Qty P y 00_MidAUangc �EE8993508 EA -11138 SPEC 1 1 Job Reference o tional 7.630 s JUI 28 2015 MiTek Industries, Inc. Mon Sep 14 14:24:30 2 NVR. ID:NlbnxHl?tAx BpJHbKYr4rzmHB4-AEuRIdByzuea9vzQPNif2cK52nXfnhEY_t6glxydiKV 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed or 1 to mpn. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ENGINEERING BY AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE mit-7473 rev. 10/03/2015 BEFORE USE. TRENCO Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall web and/or chord members only. Additional temporary and permanent bracing A fdf Tok ANIL, to building design. Bracing indicated is to prevent buckling of Individual truss Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 818 Soundside fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Crlterta, DSB-89 and BCSI Building Component Edenton, NC 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. NVK, ID:NlbnxH17tAx_13pJHDKYr4rZmHI34-eurcgy4�dn� nIII 38-11-4 64-9 12-9-2 18-11.15 22-10-7 25.1-8 29-11-12 34.100 6-2-0 3B-0-0 6.4-9 6.4-9 6.2-13 3.108 2.3-1 4-10-0 4.10-4 1.4-0 1-100 11 Scale =1:67.9 8x8 // 4x4 = 48 = 4x4 = 6x10 = 6.00112 6x6 3i 0 1W LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.35 15-16 >999 360 MT20 197/144 (Roof Snow --30.0) Lumber DOL 1.15 BC 0,97 Vert(CT) -0.67 15-16 >679 240 TCDL 10.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.23 12 n/a n/a BCLL 0.0 ' Code IRC2015/TP12014 (Matrix) Wind(LL) 0.20 15-16 >999 240 Weight: 257 ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 1-11-7 oc purlins. 3-5: 2x4 SP No,1 D, 5-8: 2x4 SP No.2 or 2x4 SPF No.2 BO BSHORD Rigid atingd ceiling directly appliedpt or 4210 oc bracing. BOT CHORD 2x6 SP No.2 *Except* 7-17: 2x4 SP No.3 or 2x4 SPF Stud 12-14,14-15: 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except` 16-18,11-15: 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. (Ib/size) 1=188410-3-8,12=1973/0-3-8 Max Horz1=-180(LC 13) Max Uplift1=-195(LC 12), 12=-219(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3639/763, 2-3=-3253/678, 3-4=-3045/709, 4-5=-2246/594, 5-6=-2754/770, 6-7=-3012/736, 7-8=-3093/695, 8-9=-3202/670, 9-10=-5950/1174, 10-11=-5961/1078,11-12=-3567/679,12-13=0/32 BOT CHORD 1-21=-569/3160, 21-23=-348/2527, 23-24=-348/2527, 20-24=-348/2527, 19-20=-348/2527, 19-25=-130/1899, 18-25=-130/1899, 17-18=-157/252, 16-17=-88/10, 7-16=-53/90, 15-16=-610/3540, 12-14=-522/3040, 14-15=-523/3133 WEBS 5-18=-342/1273, 6-18=-2052/393, 16-18=-154/2463, 6-16=-266/1732, 9-16=-912/313, 9-15=-348/2150,10-15=-1 10/130, 11-14=-1341/211, 11-15=-395/2487, 5-19=-126/891, 4-19=-1042/312, 4-21=-66/624, 2-21=-489/264 JOINT STRESS INDEX ,III I I I I IIII/� 1=0.87,2=0.40,3=0.50,4=0.69,5=0.47,6=0.83,7=0.63,8=0.55,9=0.57,10=0.26,11=0.73,12=0.79,14=0.79,14=0.50,15=0\R��)�=,-53,A6s-61.7p, 17= 0.57, 18 = 0.74, 19 = 0.67, 20 = 0.74, 21 = 0.44 and 22 = 0.26 j•1•, 'L„• NOTES- (10-11) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS ` `C '•,� (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for . Q reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 — PE 10707787 ; 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 _ 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 1.00 times flat roof load of 30.0 psf on overhangs • • non -concurrent with other live loads. STATE OF Q 5) All plates are 3x4 MT20 unless otherwise indicated. i 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0�` /NAP ,: 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will .,�,�,.• fit between the bottom chord and any other members, with BCDL = 10.Opsf. / FS C1� 8) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 195 Ib uplift at joint 1 and 219 Ib uplift at // S/ONALE %0�� joint 12. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.\\ January 21,2016 Continued on page 2 A WARNING • verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. FIGINEERIFIG BY TREEIND Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, nota truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracinglilia l� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 SounNC 27932 Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Type Qty 00_Mi0AUanUc E8983509 �DRD�ERS��EA-111�37� JTruss SPEC 1 J IfIly 1 Job Reference 0 tlonal 7.630 s Jul 28 2015 MiTek Industries, Inc. Mons p 14 14:24:31 2015 Page 1V NVK, ID:NlbnxH17tAx_13pJHDKYr4rZmHI34-eurcgy4�dn� nIII 38-11-4 64-9 12-9-2 18-11.15 22-10-7 25.1-8 29-11-12 34.100 6-2-0 3B-0-0 6.4-9 6.4-9 6.2-13 3.108 2.3-1 4-10-0 4.10-4 1.4-0 1-100 11 Scale =1:67.9 8x8 // 4x4 = 48 = 4x4 = 6x10 = 6.00112 6x6 3i 0 1W LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TC 0.83 Vert(LL) -0.35 15-16 >999 360 MT20 197/144 (Roof Snow --30.0) Lumber DOL 1.15 BC 0,97 Vert(CT) -0.67 15-16 >679 240 TCDL 10.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.23 12 n/a n/a BCLL 0.0 ' Code IRC2015/TP12014 (Matrix) Wind(LL) 0.20 15-16 >999 240 Weight: 257 ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 1-11-7 oc purlins. 3-5: 2x4 SP No,1 D, 5-8: 2x4 SP No.2 or 2x4 SPF No.2 BO BSHORD Rigid atingd ceiling directly appliedpt or 4210 oc bracing. BOT CHORD 2x6 SP No.2 *Except* 7-17: 2x4 SP No.3 or 2x4 SPF Stud 12-14,14-15: 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except` 16-18,11-15: 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. (Ib/size) 1=188410-3-8,12=1973/0-3-8 Max Horz1=-180(LC 13) Max Uplift1=-195(LC 12), 12=-219(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3639/763, 2-3=-3253/678, 3-4=-3045/709, 4-5=-2246/594, 5-6=-2754/770, 6-7=-3012/736, 7-8=-3093/695, 8-9=-3202/670, 9-10=-5950/1174, 10-11=-5961/1078,11-12=-3567/679,12-13=0/32 BOT CHORD 1-21=-569/3160, 21-23=-348/2527, 23-24=-348/2527, 20-24=-348/2527, 19-20=-348/2527, 19-25=-130/1899, 18-25=-130/1899, 17-18=-157/252, 16-17=-88/10, 7-16=-53/90, 15-16=-610/3540, 12-14=-522/3040, 14-15=-523/3133 WEBS 5-18=-342/1273, 6-18=-2052/393, 16-18=-154/2463, 6-16=-266/1732, 9-16=-912/313, 9-15=-348/2150,10-15=-1 10/130, 11-14=-1341/211, 11-15=-395/2487, 5-19=-126/891, 4-19=-1042/312, 4-21=-66/624, 2-21=-489/264 JOINT STRESS INDEX ,III I I I I IIII/� 1=0.87,2=0.40,3=0.50,4=0.69,5=0.47,6=0.83,7=0.63,8=0.55,9=0.57,10=0.26,11=0.73,12=0.79,14=0.79,14=0.50,15=0\R��)�=,-53,A6s-61.7p, 17= 0.57, 18 = 0.74, 19 = 0.67, 20 = 0.74, 21 = 0.44 and 22 = 0.26 j•1•, 'L„• NOTES- (10-11) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS ` `C '•,� (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for . Q reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 — PE 10707787 ; 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 _ 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 1.00 times flat roof load of 30.0 psf on overhangs • • non -concurrent with other live loads. STATE OF Q 5) All plates are 3x4 MT20 unless otherwise indicated. i 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 0�` /NAP ,: 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will .,�,�,.• fit between the bottom chord and any other members, with BCDL = 10.Opsf. / FS C1� 8) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 195 Ib uplift at joint 1 and 219 Ib uplift at // S/ONALE %0�� joint 12. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss.\\ January 21,2016 Continued on page 2 A WARNING • verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. FIGINEERIFIG BY TREEIND Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, nota truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracinglilia l� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 SounNC 27932 Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type T�I�J.b 00_MidAtlantic E8993509 ORDERS EA-11137 SPEC Reference o tional NVR, 7.630 s Jui 26 2015 MiTek Industries, Inc. Mon Sep 14 14:24:31 2015 Page 2 ID:NlbnxHl?tAx BpJHbKYr4rzmHB4-eQRgyzCekCmRm3Ycz5DubptJtBttW8UhCXsOHNydiKU 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.NGINEERING BY Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not TREECO a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A Mll,,k Allilialo Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/iPl1 Quality Criteria, DS8-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 NVR. Truss Truss Type Qty P y antic E8993510 Jo WEBS 1 Row at midpt 6-23, 12-20 - 11 83.9 12-0.0 18.8-0 21-60 23.5-15 25.1.8 29-11.12 5-40 1.11-15 1-7.9 410-0 34.10.0 8-4.0 3&40 4-10.4 1-60 1-8.0411-4 ORDERS EA -11138 HIPS 1 1 �1,bReferenc, o tional7. 14-18: 2x4 SP No.2 or 2x4 SPF No.2 5x6 = WEDGE 2015 MIF exIndustries^Inc. Mon Sep 14 14:24:33 2015 Page 1 .*, —1 i NVR. BRACING - TOP CHORD CHORD ID:NlbnxHl?tAx_BpJHbKYr4rzmH134-apcaNetrL�piuurvu r4vrrny=y�,�_,�_..._a.-...•.—,--.•-- 7-8: 2x6 SP No.2 BOT 1 Row at midpt 10.20 3611-4 WEBS 1 Row at midpt 6-23, 12-20 - 11 83.9 12-0.0 18.8-0 21-60 23.5-15 25.1.8 29-11.12 5-40 1.11-15 1-7.9 410-0 34.10.0 8-4.0 3&40 4-10.4 1-60 1-8.0411-4 22-23: 2x10 SP No.2 11 83.8 5-67 4-60 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* Scale =1:84.7 14-18: 2x4 SP No.2 or 2x4 SPF No.2 5x6 = WEDGE Right: 2x4 SP or SPF No.3 or Stud 8 5x7 = SLIDER Left 2x4 SP or SPF No.3 or Stud 3-9-10 7 8.00 r12 4x8 9 3x4 11 3x4 i 10 8 3x6 3x6 3x6 29 11 3x4 \\ 28 12 30 cq 5 4 3x8 3x6 31 3x6 i 27 3 13 5x7 14 15 N q Io 4 c-412 19 18 5x10 —_ 25 24 32 33 23 34 35 5x10 = 22 21 8.00 12 176x8 = = 16 4x8 = 6x8 = 4x6 II 4x6 11 4x6 11 4x12 I 6x12 MT18H 3x4 It 5x6 = 4x4 = 9x16 MT18H= 4x4 = 3x4 11 3x4 11 661 14.7-12 235-15 25-1-8 2&11.12 1-7.9 4-10-4 34-140 8-4-0 38-40 4.10-4 1-60 1-60 6 61 61-11 6143 Edge], [18:0-1-11,0 1 8], [20:0-3-4,0-3-0], [21:0 5 8,Edge], 122:0-7-0,0-4-4], Plate Offsets (X,Y)-- [2:0-2-0,0-2-2], [7:0-3-0,0-2-3], [8:0-3-8,0-1-14], [15:Edge,0-3-6], [17:0-4 -0, [23:0-1-0.0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES MT20 GRIP 197/144 TCLL 30.0 Plate Grip DOL 1.15 TC 1,00 Vert(LL) -0.41 19-20 >999 360 MT18H 197/144 (Roof Snow=30.0)Lumber DOL 1.15 BC 0.98 Vert(CT) -0.59 19-20 >768 240 TCDL 10.0 * Rep Stress Incr YES WB 0.96 Horz(CT) 0.26 15 n/a 0.19 10 >999 n/a 240 Weight: 313 Ib FT = 5% BCLL 0.0 Code IRC2015/TP12014 (Matrix) Wind(LL) LUMBER- TOP CHORD 2x4 SP N0.2 or 2x4 SPF No.2 *Except* BRACING - TOP CHORD CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 7-8: 2x6 SP No.2 BOT 1 Row at midpt 10.20 BOT CHORD 2x6 SP No.1 D *Except* 10-21: 2x4 SP No.3 or 2x4 SPF Stud, 18-20: 2x4 SP No.1 WEBS 1 Row at midpt 6-23, 12-20 15-17: 2x4 SP No.2D, 17-18: 2x4 SP No.2 or 2x4 SPF No.2 2 Rows at 1/3 pts 9-22 22-23: 2x10 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 14-18: 2x4 SP No.2 or 2x4 SPF No.2 WEDGE Right: 2x4 SP or SPF No.3 or Stud SLIDER Left 2x4 SP or SPF No.3 or Stud 3-9-10 REACTIONS. (Ib/size) 2=1972/0-3-8, 15=1972/0-3-8 Max Horz2=295(LC 11) Max Uplift2=-189(LC 12), 15=-189(LC 13) ' Max Grav2=2603(LC 31), 15=2603(LC 31) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-3=-3925/409, 3-27=-3771/413, 4-27=-3641/432, 4-5=-3671/464, 5 28= 3500/475, 28-29= 3461/479, 11t][I I I IIII 6-29=-3408/497, 6-7=-2985/509, 8-9=-2839/521, 9-10=-3400/560, 10-11=-3330/463, 11 -8=-21 96/433, 12-30=-3542/433, \`�� 12-31=-4399/475, 13-31=-4526/449, 13-14=-6593/625, 14-15=-3693/362, 15-16=0/32, 7-8=-2136/438 \\� R LA 80T CHORD 2-25=-293/3129, 24-25= 127/2636, 24-32=-127/2636, 32-33=-127/2636, 23-33=-127/2636, 23-34=-16/2132, \\ �{� SST 34-35=-12/2138, 22-35=-11/2139, 21-22=-37/243, 20-21=-467/610, 10-20=-471/162, 19-20=-214/3660, 18-19=-431/5352, �� P* ,,.••••••. 15-17=-208/2702,17-18=-228/2998 6'(GC?ISTER�'•,�'�% WEBS 4 25= 573/223, 6-25= 176/691, 6-23= -986/317, 12-19=0/638, 13-18=-56/1344, 14-18=-248/3004, 14-17=-1590/140, 7-23=-151/1143, 13-19=-1765/227, 9-20=-356/2006, 12-20=-1200/199, 20-22=-43/2238, 9-22=-1 932/386, 8-22=-1 78/1341 PE10707787 -_ JOINT STRESS INDEX _ 2=0.82,2=0.73,2=0.73,2=0.00,3=0.00,4=0.26,5=0.48,6=0.62,7=0.72,8=0.70,9=0.95,10=0.60,11=0.55,12= 0.55,13�0.900,,14nd83,15=�70,15 0.00, 17 = 0.79, 17 = 0.51, 18 = 0.82, 18 = 0.31, 19 = 0.74, 20 = 0.88, 21 = 0,63, 22 = 0.83, 22 = 0.65, 22 = 0,65, 22 = 0.65, 23 = 0.88, 24 =;0.7=, 45 = STATE OF :' Q NOTES- (11-12)` 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS�o�(` ,'.•• /� P !(7 (envelope) gable end zone and C -C Exterfor(2) zone; cantilever left and right exposed ;C C for members and forces &MWFRS for ��� �•. � \� reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �/ SSIONALE� ��\\ 2) TCLL; ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. III [ I I[ I ] [ 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs /////January 2016 non -concurrent with other live loads. January 21, _ _-r_ .. — .4 inn nmin prevent water oondlna. C131itIRtYetFOfY�age`Y �'H" wy_ • � _._..- ..---- - - ENGINEERING BY A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. TRE"40, Design valid for use only with MlTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckfng of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabllify and to prevent collapse with possible personal injury and property damage. For general guidance regarding the818 Soundside fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component Edenton, NC 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. NVR, .. r ; . y.. ID:NlbnxH I?tAx_BpJ HbKYr4rzm H B4-2?7ya_ET 179?d W GBeDmbDSVnTOuTjUd7uV42uiydiKR NOTES- (11-12) 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 Ib uplift at joint 2 and 189 Ib uplift at joint 15. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1.7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall TRENCO building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A Kil Tok Allilial. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPlt Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 TruSS Truss Type Qty P y 00_MtdA8an8cE8993510 S F EA -11138 HIPS 1 1 Job Reference (optional) NVR, .. r ; . y.. ID:NlbnxH I?tAx_BpJ HbKYr4rzm H B4-2?7ya_ET 179?d W GBeDmbDSVnTOuTjUd7uV42uiydiKR NOTES- (11-12) 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 Ib uplift at joint 2 and 189 Ib uplift at joint 15. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1I1.7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall TRENCO building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A Kil Tok Allilial. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPlt Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply oo_MidABantic I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL E8993511 ORDERS EA -11139 HIPS 1 1 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.96 Vert(CT) Job Reference (optional) NVR, 7.630 8 Jul 28 2015 MiTek Industries, Inc. Mon Sep 14 14:24:36 2015 Page 1 ID:NI bnxH I?tAx_BpJ H bKYr4rzm H B4-_OFi?g GjYkPjtgQaleo3lsa7UCbEBOjQM pZ9ybydiKP 38.114 i 60-0 , 12-0-0 18 -8 -0i23 -b-15 125-1-8 i 28-11.12 i 34.10-0 ,38-4-0 38-0-0 " , B.. 60-0 4-60 5-0-0 1.11.15 1-7.9 _15 4.10.4 1-60 1-8-0 11a 5x6 = 7 5x7 = 6x8 6 28 6x8 = " " " " <' " 20 19 8x12 = 166x8 = 48 = 6x8 = 4x6 11 4x6 11 46 11 412 11 8.00 L12 3x4 11 6x6 = 4x4 = 10x12 = 3x4 11 3x4 11 Scale = 1:82.1 N 14-7-12 23-615 X261-8 i 29-11.12 , 34-10-0 36-4-'0018-0.0 8-61 61-11 B-10-3 1-7-9 410-4 4-10-4 1-60� Plate Offsets (X,Y)-- (1:0-2-0,0-3-3), [6:0-3-0,0-2-3], [7:0-3-8,0-1-14], [14:Edge,0-3-6], [16:0-4-0, Edge], [17:0-1-3,0-1-8], [17:0-6-4, Edge], [18:0-3-4,0-2-12], [19:0-5-8, Edge], LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.43 17-18 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.96 Vert(CT) -0.84 17-18 >541 240 0.00, 16 = 0.71, 16 = 0,51, 17 = 0,88, 17 = 0.47, 18 = 0.93, 19 = 0,46, 20 = 0.81, 20 = 0,63, 20 = 0.63, 20 = 0.63, 21 = 0.86, 22 = 0.77, 23 -0.414d 24 = � TCDL 10.0 BCLL 0.0 * Rep Stress Incr YES WB 0.99 Horz(CT) 0.26 14 n/a n/a loads been acnl 1r) n Code IRC2015/TPI2014 (Matrix) Wind(LL) 0.19 9 >999 240 Weight: 316 Ib FT = 5% LUMBER- BRACING - Max Uplift1=-164(LC 12), 14=-189(LC 13) Max Grav 1=2515(LC 31), 14=2604(LC 31) TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied. 7-10,1-4: 2x4 SP No.2 or 2x4 SPF No.2, 6-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: BOT CHORD 2x6 SP No.1 D *Except* fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/fPl1 Qualify Criteria, DSB-89 and SCSI Building Component 1 Row at midpt 9-18 9-19: 2x4 SP No,3 or 2x4 SPF Stud, 17-18: 2x4 SP No.1 WEBS 1 Row at midpt 5-21,11-18 14-16: 2x4 SP No.2D, 16-17: 2x4 SP No.2 or 2x4 SPF No.2 16-17=-226/2989 WEBS 3-23=-561/226, 5-23=-156/641, 5-21=-1002/323, 12-17=-253/152, 13-17=-180/2762, 13-16=-1530/103, 6-21=-159/1160, 2 Rows at 1/3 pts 8-20 20-21: 2x10 SP No.2 11-17=-195/2298, 8-18=-337/2068,11-18=-1129/242, 18-20=0/2442, 8-20=-1952/364, 7-20=-177/1346 WEBS 2x4 SP No,3 or 2x4 SPF Stud *Except* JOINT STRESS INDEX Z PE10707787 -_ 13-17: 2x4 SP No.2 or 2x4 SPF No.2, 18-20: 2x6 SP No.2 20.26, :13 = 0.86, 14 = 0.66, 1i = - 0.00, 16 = 0.71, 16 = 0,51, 17 = 0,88, 17 = 0.47, 18 = 0.93, 19 = 0,46, 20 = 0.81, 20 = 0,63, 20 = 0.63, 20 = 0.63, 21 = 0.86, 22 = 0.77, 23 -0.414d 24 = � WEDGE ': STATE OF ;' R �� '•. 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6,Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MW FRS Right; 2x4 SP or SPF No.3 or Stud (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for k AN ,•'' �� '�j7 FS '•......'•' SLIDER Left 2x4 SP or SPF No.3 or Stud 3-6-8 ��/Si/NAL1E�\\0 loads been REACTIONS. (Ib/size) 1=1884/0-3-8,14=1973/0-3-8 Max Horz 1 =-291 (LC 8) ENGINEERING BY Max Uplift1=-164(LC 12), 14=-189(LC 13) Max Grav 1=2515(LC 31), 14=2604(LC 31) TRENCOa FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3959/421, 2-25=-3839/428, 3-25=-3708/445, 3-4=-3673/453, 4-26=-3465/467, 26-27=-3450/469, 5-27=-3373/489, , Mi IoL i,llilialo 5-6=-2999/515, 7-28=-2778/522, 8-28=-2846/513, 8-9=-3418/558, 9-10=-3353/457, 10-11=-3574/426, 11-29=-6358/676, 12-29=-6440/651, 12-13=-6391/569, 13-14=-3705/373, 14-15=0/32, 6-7=-2139/439 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/fPl1 Qualify Criteria, DSB-89 and SCSI Building Component ik. LASS BOT CHORD 1-23=-314/3172, 22-23=-131/2648, 22-30=-131/2648, 30-31=-131/2648, 21-31=-131/2648, 21-32=-16/2136, ��\\ \� 32-33=-12/2142, 20-33=-12/2142, 19-20=-172/56, 18-19=-459/596, 9-18=-463/168, 17-18=-245/3641, 14-16=-219/2732, \\ P' ...... '�IST�R *•, 16-17=-226/2989 WEBS 3-23=-561/226, 5-23=-156/641, 5-21=-1002/323, 12-17=-253/152, 13-17=-180/2762, 13-16=-1530/103, 6-21=-159/1160, ��� Q` . t�,`�\'% '. 9 11-17=-195/2298, 8-18=-337/2068,11-18=-1129/242, 18-20=0/2442, 8-20=-1952/364, 7-20=-177/1346 JOINT STRESS INDEX Z PE10707787 -_ 1 = 0.85, 1 = 0.73, 1 = 0.73, 1 = 0.00, 2 = 0.00, 3 = 0.26, 4 = 0.61, 5 = 0.61, 6 = 0.73, 7 = 0.70, 8 = 0.63, 9 = 0.62, 10 = 0.56, 11 = 0.57, 12 20.26, :13 = 0.86, 14 = 0.66, 1i = - 0.00, 16 = 0.71, 16 = 0,51, 17 = 0,88, 17 = 0.47, 18 = 0.93, 19 = 0,46, 20 = 0.81, 20 = 0,63, 20 = 0.63, 20 = 0.63, 21 = 0.86, 22 = 0.77, 23 -0.414d 24 = � NOTES- (10-11) ': STATE OF ;' R �� '•. 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6,Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MW FRS i �i •.,NQ P* •' (�� �\ (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for k AN ,•'' �� '�j7 FS '•......'•' reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 =30.0 psf (flat roof snow); Category 11; ��/Si/NAL1E�\\0 loads been snow tf ned mini e forve livhis 000r 4) This truss has been dies gced of load of 0.0 psf ory1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. January 21,2016 y%IyrAy4c0p9y 3tg drainage to prevent water ponding. A WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2018 BEFORE USE. ENGINEERING BY Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not TRENCOa truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing , Mi IoL i,llilialo Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/fPl1 Qualify Criteria, DSB-89 and SCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 ob Truss Truss Type Qty ply 00_MidABanlc E8993511 ORDERS EA -11139 HIPS 1 1 Job Reference o tional 7 830 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 14 14:24:36 2015 Page 2 NVR, I D:NI bnxHl?tAx_BpJ HbKYr4rzm H B4-_OFi?gGjYkPjtgQaleo3lsa7U CbEBOjQMpZ9ybydlKP NOTES- (10-11) 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 Ib uplift at joint 1 and 189 Ib uplift at joint 14. 9) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIIJ473 rev, 1010312015 BEFORE USE. eNaI PIE E RI PK or Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not TRE�CO a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A t.tib,h Allili.rin is always required for stabiNy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Jo Truss Truss ype �QtyP y ooMidAllanecE8993512 ORDERS EA -11140 HIPS 1 Job Reference optional) NVR, 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 14 14:24:39 2015 Page 1 ID: NlbnxHl7tAx_BpJ HbKYr4rzm HB4-PzwreilcrfnikH99Rm MmwVCefPbXOk Pt2nopZvydiKh 11- 8-5•a 12.8.13 10.8-0 21-&0 25.1.8 28.11 .12 34-10.0 6-0-0 38-0-Oo-� 11 8-5-9 8.33 3-B-3 5-0.0 3-7.0 4.10.4 4-10-0 1-e-0 1-&0 11 6x6 = Scale = 1:82.7 8x8 = 8 00 12 6 7 3x6 G 27 3x4 II 8 5 3x6 3x6 26 928 8x8 3x4 \\ 425 10 3 29 3x4 11 24 11 5x6 12 T {j12 7 18 13 1-14 0 21 31 32 6x10 = _ 6x8 = 22 30 20 19 18 8x12 = 156x8 — 14 4x43x6 = 8x8 = 3x4 8.00 12 3x4 11 6.6 = = 3x8 = 3x4 11 3x4 11 LOADING(psf) TCLL 30.0 (Roof Snow --30.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1,15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.97 BC 0.99 WB 0.99 (Matrix) DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Well Ud -0.37 16-17 >999 360 -0,77 16-17 >591 240 0.29 13 n/a n/a 0.12 16-17 >999 240 PLATES GRIP MT20 197/144 Weight: 265 Ib FT = 5% LUMBER- BRACING - WEBS 3-22=-621/257, 5-22=-146/854, 5-20=-1087/283, 17-19=0/2142, 7-17=-253/2150, 10-17=-1116/238, 10-16=-195/2305, 12-15=-1527/102, 6-19=-285/272\� TOP CHORD 2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied. 7-9,6-7: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* 0.47017 0.26619 = 0.60, 20 0098, 22 0.59 and = 0.26 1 Row at midpt 8-17 2-21,13-15: 2x4 SP No.2D, 8-18: 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 5-20,10-17.7-19,6-19 16-17: 2x4 SP No,1 (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* STATE OF Q 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 12-16: 2x4 SP No.2 or 2x4 SPF No.2 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs / Q T'.,n AD I AN,.� WEDGE /// SIQNAL0 adequate prevent Tis truss has been designed any lrer l ive loads. li.0 psf bottom chord i ve load nonconcurrent l 3-6-0 tall by 2-0-0 Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud live load of 20.Opsf onthe bottom chord in all areas wheth 7) T his t uss has been dsigned for a e a rectangle wide will 11111I1��\\\ REACTIONS. (Ib/size) 2=1972/0-3-8, 13=1972/0-3-8 January 21,2016 Continued on Daae 2 Max Horz 2=-296(LC 10) Max Uplift2=-188(LC 12), 13=-188(LC 13) Max Grav2=2603(LC 31), 13=2603(LC 31) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-24=-3980/409, 3-24=-3660/432, 3-4=-3709/474, 4-25=-3539/484, 25-26=-3456/492, 5-26=-3446/512, 5-6=-2709/484, 7-27=-3346/581, 8-27=-3497/560, 8-9=-3359/456, 9-28=-3519/426, 10-28=-3573/425, 10-29=-6358/674, 11-29=-6442/649, 11-12=-6389/566, 12-13=-3703/372, 13-14=0/32, 6-7=-2079/430 BOT CHORD 2-22=-296/3140, 22-30=-122/2510, 30-31=-122/2510, 21-31=-122/2510, 20-21=-122/2510, 20-32=-11/2076, 19-32=-11/2076,18-19=-1 26/20, 17-18=0/59, 8-17=-598/206, 16-17=-243/3636, 13-15=-218/2729, 15-16=-224/2987 \1111111 WEBS 3-22=-621/257, 5-22=-146/854, 5-20=-1087/283, 17-19=0/2142, 7-17=-253/2150, 10-17=-1116/238, 10-16=-195/2305, 12-15=-1527/102, 6-19=-285/272\� B. LASS 6-20=-181/1228, 7-19=-544/96, 11-16=-261/154, 12-16=-179/2764, JOINT STRESS INDEX = 0.86, 13 = 0.66, 13 = 0.00, 1 �( 1., 14, 1 20 8 .0083 . . 10 = 0.57, 11 = 0.26, 12 00.836210 8 .51, oa8 �(P`E10107781 0.47017 0.26619 = 0.60, 20 0098, 22 0.59 and = 0.26 NOTES- (10-11) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 STATE OF Q 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs / Q T'.,n AD I AN,.� non -concurrent with other live loads. 5) Provide drainage to water ponding. /// SIQNAL0 adequate prevent Tis truss has been designed any lrer l ive loads. li.0 psf bottom chord i ve load nonconcurrent l 3-6-0 tall by 2-0-0 III I live load of 20.Opsf onthe bottom chord in all areas wheth 7) T his t uss has been dsigned for a e a rectangle wide will 11111I1��\\\ fit between the bottom chord and any other members, with BCDL = 10.Opsf. January 21,2016 Continued on Daae 2 A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2018 BEFORE USE.NGI NEE RI NG BY Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not TREENCO a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A t4i l,,k AVlili.ilc, Is always required for stabiliiy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidManbc building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i. MIT.+ ��flili.11o Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the E8993512 ORDERS EA -11140 HIPS 1 1 Job Reference (optional) NVN, r.tiJu s JUI zu Zuib MI i eK Inaustnes, Inc. NIOn Sep 14 14:Z4:J8 ZUIb Hage 2 ID:NlbnxHi?tAx_BpJ HbKYr4rzm H B4-Pzwreiicrfn IkH99Rm MmwVCefPbXOkPt2nopZvydlKM NOTES- (10-11) 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 Ib uplift at joint 2 and 188 Ib uplift at joint 13. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. E Nal NE E Ri Na BY Design valid for use only with M17ekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not TFIENCO a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i. MIT.+ ��flili.11o Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIRPl1 Quality Crlferia, DSB-89 and SCSI Building Component 818 Soundside Road Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 ORDERS I EA -11141 6xo — 5x6 = 8x8 =6x6 = 8.00112 E8993513 7.630 5 JUI 26 2U10 MI I erc mausmea, i=• .�.+=r ^•� �• • • -- - ID:NlbnxHl?tAx_BPJ HbKYr4rzm H B4-LM2b2NKsNH 10zbJXYBOE?wH_ 3DH Bs eu9V5HweoydiKK 12-0-0 16-6-0 21-6-0 25-1.8 29.11-12 34-11}040 40 4 10 6-0-0 6-0-0 46-0 50-0 3-7.8 4.10-4 --4 16--6.0 38-1-8-0 11- Scale = 1:75.5 5x6 = 8x8 = 6 qlI LOADING(psf) 30.0 SPACING- 2-0-0 CSI. DEFL. Vert(LL) in (loc) I/deft Ud -0.37 15-16 >999 360 PLATES GRIP MT20 197/144 TCLL (Roof Snow --30-0) Plate Grip DOL 1.15 Lumber DOL 1.15 TC 0.97 BC 0.97 Vert(CT) -0.77 15-16 >591 240 TCDL 10.0 BCLL 0.0 * Rep Stress Incr YES WB 0.99 (Matrix) Horz(CT) Wind(LL) 0.30 12 n/a n/a 0.12 15-16 >999 240 Weight: 262 Ib FT = 5% BCDL 10.0 Code IRC2015/TPI2014 BRACING- LUMBER- TOP CHORD Structural wood sheathing directly applied. TOP CHORD 2x4 SP No.1 *Ex cept* ceptor BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 6-8,5-6: 2x4 SP 2x4 SPF No.2 1 Row at midpt 7-16 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* 1-19,12-14: 2x4 SP No.2D, 7-17: 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at mid pt 4-19, 9-16, 6-18, 5-18 15-16: 2x4 SP NCA WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 11-15: 2x4 SP No.2 or 2x4 SPF No.2 WEDGE Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF NO.3 or Stud REACTIONS. (Ib/size) 1=1884/0-3-8,12=1973/0-3-8 Max Horz1=-292(LC 8) Max Upliftl=-164(LC 12), 12=-188(LC 13) Max Grav1=2515(LC 31), 12=2604(LC 31) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 6 25=3340/583, 7-25=-3501/662, 7 8= 3362/457, 8-9=-3576/427, 9-26=-6361/677, 10-26=-6446/651, 0 10-11 =-63 93/568, 11-12=-3704/373, 12-13=0/32, 5-6=-2080/432 BOT CHORD 1-20=-312/3164, 20-27=-142/2594, 27-28=-142/2594, 19-28=-142/2594, 19-29=-13/2081, 18-29=-13/2081, 17-18=-126/20 16-17=0/59, 7-16=-600/206, 15-16=-245/3638, 12-14=-219/2731, 14-15=-225/2988 WEBS 2-20=-549/240, 4-20=-108/742, 4-19=-1064/272, 16-18=0/2143, 6-16=-254/2152, 9-16=-1116/238, 9-15=-196/2306, \ / 5-19=-161/1162, 6-18=-534/97, 10-15=-262/155, 11-15=-180/2766, 11-14=-1528/103, 5-18=-286/263 \\\`\ �� B. LASS7 JOINT STRESS INDEX 1S�i) 1 = 0. 69, 1 = 0.0 0, 2 = 0. 26, 3 = 0. 70, 4 = 0.69, 5 = 0. 80, 6 = 0, 85, 7 = 0.47, 8 = 0.55, 9 = 0. 57, 10 = 0. 26, 11 = 0.86, 12 = 0.66, 12 = 0.00, 14�y 01;�?Q4Ct5`e.1, U'88�5 0.47, 16 = 0.89, 17 = 0.26, 18 = 0.61, 19 = 0.75, 20 = 0.72 and 21 = 0.26 PE10707787 -_ NOTES- (11-12) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for • ; • reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 STATE OF ; �Q 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. �i� O� �•. /NQ A�P,! • �/ 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs ,,•�••,.• ��C� \\\` non -concurrent with other live loads.\ \ 5) Provide adequate drainage to prevent water ponding. / SOON ALE \\\ 6) All plates are 3x4 MT20 unless otherwise Indicated. ////1/111 l I 1111111`\\\ any other live loads. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with 8) * This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will January 21 2016 , Corfililig0 O"ttom chord and any other members, with BCDL=10.Opsf. ENGINEERING BY AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ���0 Design valid for use only with Mtlek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracin9 A bli b,k Allllid In is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 818 SounNC 27932 Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. EA -11141 I HIPS 7.8306 Jul[ ID:NlbnxHiltAn_BpJ HbKYr4rzm H E8993513 NOTES- (11-12) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 Ib uplift at joint 1 and 188 Ib uplift at joint 12. 10) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. NEERING BY A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. ThENCO Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing /, fail: di Allilia l- Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quail ty Criteria, DSB•89 and BCSI Building Component 818 Sonoundside 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 0 Truss Truss Type ty Ply uL_MIdA6enUc E0993514 ORDERS EA -11142 HIPS 1 1 Job Reference o tional MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 v azn a i, a oa �n10 M! 1 eK MOUS e -c Inc. Mon Seo 1414:24:44 2015 Paae 1 NVR, ID:NlbnxHi?tAx_BpJHbKYr4rzmHB4-IxkkhPMkgCPbg316DJyxdYvUTQJw3OOcC3VaF7ydiKH 38-7.12 5.10.8 11-8-8 18-2.8 21-2-8 23-2-1410-0 2x8-4 34.8-8 8-0.8 37-B-8 6.10.8 5-140 4&0 b-0-0 1-11.16 1-7-0 410-0 4.10.4 1-6-0 1-8-0 0.11.4 Scale =1:85.7 5x6 = 7 5x7 = 6x8 8.00 12 6 29 8 3x4 11 3x4 9 5 3x6 3x6 3x6 �i 28 10 3x4 \\ 27 11 4 3x6 3 303x8 �� 3x6 '5�- 2 26 12 5x7 13 NT4 14 I�1Q 18 17 24 23 31 32 2233 21 34 20 4x4 = 186x8 = 5x6 = 4x8 = 6x8 = 4x6 11 4x6 11 4x6 11 5x10 = 8.00 12 6x12 MT18H = 15 4x4 = 4x4 = 3x4 11 5x6 = 10x12 = 3x4 11 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.41 18-19 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.59 18-19 >762 240 MT18H 197/144 TCDL 10.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.26 14 n/a n/a % 0 *"-'/VD • / P,. • l� �i/ '�$' ••N� � reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2 TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 BCLL 0.0 * Code IRC2015ITP12014 (Matrix) Wlnd(LL) 0.19 9 >999 240 Weight: 317 Ib FT 5% BCDL 10.0 LUMBER- TOP CHORD 2x4 SP No *Except* BRACING - TOP CHORD Structural wood sheathing directly applied. -1 7-10,10-15: 2x4 SP No.2 or 2x4 SPF No.2, 6-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: BOT CHORD 2x6 SP No.1 D *Except* 1 Row at midpt 9-19 9-20: 2x4 SP No.3 or 2x4 SPF Stud, 17-19: 2x4 SP No.1 WEBS 1 Row at midpt 5-22,11-19 14-16: 2x4 SP No,2D, 16-17: 2x4 SP No.2 or 2x4 SPF No.2 2 Rows at 1/3 pts 8-21 21-22: 2x10 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 13-17: 2x4 SP No,2 or 2x4 SPF No.2 WEDGE Right: 2x4 SP or SPF No.3 or Stud SLIDER Left 2x4 SP or SPF No.3 or Stud 3-9-10 REACTIONS. (Ib/size) 1=1870/0-3-8,14=1959/0-3-8 Max Horz 1=-291(LC 8) Max Uplift1=-161(LC 12), 14=-188(LC 13) Max Grav 1=2505(LC 31), 14=2585(LC 31) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3829/403, 2-26=-3685/412, 3-26=-3661/429, 3-4=-3534/445, 4-27=-3339/458, 27-28=-3324/460, 5-28=-3247/480, Zee, 5-6=-2948/509, 7-29=-2731/519, 8-29=-2801/510, 8-9=-3362/558, 9-10=-3294/461, 10-11=-3505/431, 11-30=-4361/473, 12-30=-4488/446, 12-13=-6543/621, 13-14=-3665/360, 14-15=0/32, 6-7=-2103/435 BOT CHORD 1-24=-297/2997, 23-24=-126/2586, 23-31=-126/2586, 31-32=-126/2586, 22-32=-126/2586, 22-33=-14/2098, 9-19=-467/161, 18-19=-212/3628, 17-18=-429/5311,\� \\\ LAS \ASSNT� 33-34=-10/2105, 21-34=-10/2105, 20-21=-37/242, 19-20=-436/607, �� / Q' 14-16=-207/2682, 16-17=-227/2976 WEBS 3-24=-461/218, 5-24=-156/543, 5-22=-939/318,11-18=0/635.12-17=-65/1334,13-17=-246/2981, 13-16=-1578/139, .•""'•'• ��� Q` ; \ST�R'•, 6-22=-153/1128, 12-18=-1755/226.8-19=-355/2027, 11-19=-1198/199,19-21=-40/2196,8-21=-1907/385,7-21=-177/1328 ` : P� % JOINT STRESS INDEX��77nn77 1 = 0.97, 1 = 0.70, 1 = 0.70, 2 = 0.00, 3 = 0.26, 4 = 0.45, 5 = 0.61, 6 = 0.71, 7 = 0.69, 8 = 0.62, 9 = 0.60, 10 = 0.54, 11 = 0.54,12 = 0.90, 13= 0.83414).74','94ZVOO,16= = 0.73, 19 = 0.91, 20 = 0.61, 21 = 0.76, 21 = 0.65, 21 = 0.65, 21 = 0.65, 22 = 0.88, 23 = 0.75, 24 =�b.39 and 25 = 0.26 0.78, 16 = 0.51, 17 = 0.81, 17 = 0.31, 18 NOTES- (11-12) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS ' '� �, STATE OF �• R (� (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for % 0 *"-'/VD • / P,. • l� �i/ '�$' ••N� � reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2 TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 ... / �? \� 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs /i�SiONpi �� \\\\\\ non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. January 21,2016 rSA All aWe&,%ahAT20 plates unless otherwise indicated. A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with Mirek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not TRENCOa truss system. Before use, the building designer must verify the appfcabiliiy of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A fai isle AfIlI h Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Edenton, NC 27932 Job ENGINEERING BY TRENCOa Truss Type Qty Ply 00 MldAtlantic Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. E8993514 ORDERS F.Al141 HIPS 1 1 Job Reference (optional) NVK, ID: NlbnxH I?tAx_BpJ HbKYr4rzmH B4-IxkkhPMkgCPbg316DJyxdYvUTQJw3OOcC3VaFlydiKH NOTES- (11-12) 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Iive loads. 8) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 Ib uplift at joint 1 and 188 Ib uplift at joint 14. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for on individual building component, not ENGINEERING BY TRENCOa truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A MiTr,k Alfilialo Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type `*'y "y – E8993515 ORDERS EA -11143 HIPS 1 1 Job Reference (optional) NVR, 7.630 s Jul 28 2015 MITek Industries Inc Mon Sep 14 14 24 52 2015 Page 1 ID:NlbnxHl?tAx_BpJ HbKYr4rzm H B4 -W TDmM8SmnfQSnHeth?5pxEFtle3Gxeon 1 J R?Xfydll 8 11-2-8 16-2-8 21-2-8 24-10-0 27-38 30-8-83&R8 37-8.8 5-38 5-30 5.0-0 5-40 3-7.8 2.10-8 30-0 3-10.0 1-8-0 1-8-0 11 6 8x8 = Scale = 1:79.6 8.0012 5x6 — 27 3x4 11 3x4 i 7 4 4x4 6x8 i 26 8 3x8 3x6 5-25 289 6x6 10 46 �i 3 2 4x6 �- 29 3x4 I 24 11 5x10 12 1 13 g 17 14"0 12x12 = 18 8x12 = b 5x6 23 30 31 22 4x6 32 21 20 16 15 = = 3x4 = 5x7 = 8x8 = 3x4 11 3x4 11 6x8 = 6x8 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.95 Vert(LL) -0.33 18-19 >999 360 MT20 197/144 (Roof Snow --30-0) Lumber DOL 1.15 BC 0.88 Vert(CT) -0.47 18-19 >955 240 Max Grav 1=2510(LC 31), 13=2592(LC 31) TCDL 10.0 0,0 * Rep Stress Incr YES WB 0.92 Horz(CT) Wind(LL) 0.30 13 0.11 18-19 n/a >999 n/a 240 Weight: 285 Ib FT = 5% BCLL Code IRC2015/TPI2014 (Matrix) LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* BRACING - TOP CHORD 9-14:2x4 SP No.1 D BOT CHORD BOT CHORD 2x4 SP No.21D *Except* WEBS 7-20: 2x4 SP No.3 or 2x4 SPF Stud, 17-19: 2x6 SP No.2 20-22; 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 15-17,12-17,10-17: 2x4 SP No.2 or 2x4 SPF No.2 WEDGE Right: 2x4 SP or SPF No.3 or Stud SLIDER Left 2x6 SP No.2 6-9-0 REACTIONS. (Ib/size) 1=1877/Mechanical, 13=1963/0-3-8 Max Horz 1=-292(LC 8) Max Uplift1=-162(LC 12), 13=-190(LC 13) Max Grav 1=2510(LC 31), 13=2592(LC 31) Structural wood sheathing directly applied or 1-5-14 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 1 Row at midpt 7-19 1 Row at midpt 4-22, 6-21, 5-21 FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-24=-3892/406, 2-24=-3739/428,2-3=-3611/442, 3-25=-3403/456, 25-26=-3400/457, 4-26=-3223/475, 4-5=-2730/468, 6-27=-3306/580, 7-27=-3469/569, 7-8=-3443/478, 8-28=-4190/525, 9-28=-4258/516, 9-10=-4398/507, 10-29=-7013/7571, 11-29=-7069/738,11-12=-6912/667,12-13=-3592/352,13-14=0/32, 5-6=-2066/430 BOT CHORD 1-23=-297/3073,23-30=-153/2614, 30-31=-153/2614,22-31=-153/2614,22-32=-13/2065, 21-32=-13/2065, 20-21=-9/175, 19-20=0/62, 7-19=-487/162, 18-19=-153/3264, 17-18=-254/3922, 15-16=-14/168, 13-15=-204/2653 WEBS 2-23=-460/216, 4-23=-84/643, 4-22=-1020/264, 19-21=0/1980, 6-19=-261/2131, 8-19=-1036/176, 5-22=-147/1099, 6-21=-532/107, 16-17=-0/85,11-17=-202/130,12-15=-1772/167, 5-21=-279/269,16-17=-230/3002,12-17=-266/3052, 8-18=-112/1097.10-17=-299/2680,10-18=-1025/196 JOINT STRESS INDEX 1=0.90,1=0.71,1=0.71,2=0.74,3=0.74,4=0.71,5=0.76,6=0.84,7=0.26,8=0.75,9=0.54,10=0.81,11=0.26,12=0.89, 0.26, 17 = 0.94, 18 = 0.86, 19 = 0.60, 20 = 0.29, 21 = 0.57, 22 = 0.77 and 23 = 0.62 NOTES- (11-12) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 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. [MCT1 0011111 R• LASS 1320.64 13 8,16= STATE OF r 1 %--ND P' . i 0 N A L I0 \\\0 January 21,2016 connnueo on page z ENGINEERING BY A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/201!; BEFORE USE. TRENCO Design valid for use only with M7i ek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall „tai loll Anilia D-, building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 818 fabrication, storage, devery, erection and bracing of trusses and truss systems, seeANSI/TPl1 Quality Criteria, DSO -89 and BCSI Building Component Edenton, NC 2 932d f Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. rob Truss Truss Type Qty P y 00_MidABentc E8993515 RDERS EA -11143 HIPS 1 1 Job Reference o tional NVR, 7.630 s Jul 28 2015 Mi Tek Industries, Inc. Mon Sep 14 14:24:52 2015 Page 2 I D:NI bnxH1?tAx_BpJ HbKYr4rzm H B4 -W TDm M8Sm nfQSnHefh?5pxEFtie3Gxeon 1 J R?XfydiK9 NOTES- (11-12) 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 Ib uplift at joint 1 and 190 Ib uplift at joint 13. 10) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING -Varity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. E NGi NE E RI NG BY Design valid for use only with MiTek® connectors. This design is based only upon parameiers shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall TRENCO building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A MHM, Affilialo is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty P y00_MIdAUantic in (loc) I/dell Lid -0.47 15-17 >954 360 -0,64 15-17 >709 240 0.06 13 n/a n/a 0.15 15-17 >999 240 PLATES GRIP MT20 137/130 Weight: 359 Ib FT = 5% LUMBER- fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component BRACING - safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. E8993516 ORDERS EA -11144 HIPS 1 1 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x10 SP No.1 D *Except* JOINTS 1 Brace at Jt(s): 20, 21, 22 Job Reference (optional) NVR, (.Wu s, -u- 2u zwo MI I eK Ineustnes, mc. mon oep 14 19:29:w 2uio rage _i ID:Oi4O4hKr74Gy9KIHvJ W RGMzroF I-7fn8aUTOYzYJPRDrFic2USn2T2Phg66wGyBY36ydiK8 2-10-0 8-3-12 11-8-0 15-7-8 22-9-9 27.4-0 31.8-5 , 38-0-0 3?�4 2. 01 0 3-5-12 5-4.4 3-11.8 7.2-0 4.6-7 4.4.5 6. 91, `0.11-'4 8x8 = 48 = 8.00 12 8x6 5- 6 29 7 8x8 �i 5 4 20 21 4x4 11 3x4 11 8x8 26 4x6 �i 3 3 2 25 1 8x12 i 19 18 17 3x6 11 8x8 = 10x12 = 8x8 = Scale = 1:74.1 8 30 6x8 2� 9 22 12x12 4x4 II 10 6x8 11 24 27 3x6 ii o 12 ui 0 28 13 R6 16 15 8x8 = 10x12 = 6x8 = LOADING(psf) TCLL 30,0 (Roof Snow=30.0) TCDL 10.0 BCLL 0.0 BCDL 10.0 * SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall CSI. TC 0.95 BC 0,87 WB 0.85 (Matrix) DEFL. Vert(LL) Vert(CT) Horz(CT) WInd(LL) in (loc) I/dell Lid -0.47 15-17 >954 360 -0,64 15-17 >709 240 0.06 13 n/a n/a 0.15 15-17 >999 240 PLATES GRIP MT20 137/130 Weight: 359 Ib FT = 5% LUMBER- fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component BRACING - safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. TOP CHORD 2x8 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. 11-14,8-11: 2x8 SP 2250F 1.9E, 6-8:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x10 SP No.1 D *Except* JOINTS 1 Brace at Jt(s): 20, 21, 22 1-18: 1.5 X 9.25 Master -Plank LVL 1. WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 5-9,4-17,10-15: 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. (Ib/size) 1=196210-3-8,13=2039/0-3-8 Max Horz 1=-268(LC 8) Max Uplift1=-113(LC 12), 13=-126(LC 13) Max Grav 1=2585(LC 40), 13=2683(LC 42) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-25=-4274/352, 2-25=-4042/374, 2-3=-3920/311, 3-26=-3735/328, 4-26=-3635/339, 4-5=-3199/394, 5-6=-857/333, 8-9=-830/441, 9-10=-3189/387, 10 -11=-3691/334,11-27=-3755/327,12-27=-3933/310,12-28=-4157/359, 13-28=-4422/336, 13-14=0/32, 6-29=-612/579, 7-29=-608/581, 7-30=-557/763, 8-30=-561/761 BOT CHORD 1-19=-245/3721, 18-19=-246/3720, 17-18=-246/3720, 16-17=-12/2934, 15-16=-12/2934, 13-15=-179/3545 WEBS 5-20=-3456/307, 20-21=-3192/205, 21-22=-3192/205, 9-22=-3646/307, 17-23=0/1470, 4-23=0/1209, 6-20=-62/397, 7-21=0/44, 7-20=-648/206, 7-22=-702/192, 8-22=-58/470, 15-24=0/1436, 10-24=0/1238, 5-23=-53/482, 9-24=-47/388, 12-15=-952/289, 2-17=-1041/353, 2-19=-459/249 11111111 III// JOINT STRESS INDEX `\\\\, ❑❑ II //// 1 =0.48,2=0.36,3=0.23,4=0.31,5=0.91,6=0.22,7=0.42,8=0.24,9=0.93, 10=0.18, 11 =0.83, 12=0.19, 13=0.72, 15=0.46, 16=Q� 0=9.5B,AGS9.V419= 0.22, 20 = 0.39, 21 = 0.26, 22 = 0.39, 23 = 0.00 and 24 = 0.00 �` P. ..•.•••.. V// �G\ST 1q NOTES- (13-14) •'� 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; enclosed; MWFRS : '•, (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for PE 10707787 reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 — 3) Unbalanced snow loads have been considered for this design, 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs % '0 STATE OF Q non -concurrent with other live loads. : 9 (� . 5) Provide adequate drainage to prevent water ponding,T '.,• P 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. i� ••ND IAN,.•' 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �j F fit S��NALI� )BottomeafadIpember(s).5,9-10,5-20,2021,21 9cd oad(40.0 s) - load (0.0psf) applied only to room. 15-17 IIII 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 113 Ib uplift at joint 1 and 126 Ib uplift at January 21,2016 Conu1n1,gd& page 2 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. NE ERI��O Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall fiNG building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A tai f4 Allilialo Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NO 27932 ORDERS I EA -11144 I HIPS 7.630 s Jul 282015 MiTel( Industries, mc. iv ID:Oi4O4hKr74Gy9KiHvJ W RG MZroFI-TsKW ngUOJGgA1 bo 1 E8993516 NOTES- (13-14) 11) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 12) Attic room checked for U360 deflection. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. Aerl�Irn:er;Io-fc ev WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MlTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall TRENCOINGBy building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A Mi 1,4( Affiliab; Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Jo Truss Truss ype Qty Ply 00_MldAtlanBc E8993517 J J ORDERS EA -11145 HIPS 1 1 Job Reference(o tional 7.630 s Jul 28 2015 ""T IndusUies, Inc. Mon Sep 14 14:24:55 2015 Pagel NVR, ID:Oi404hKr74Gy9KiHvJ W RGMzroF I-x2uu_AVe4ao1 eIN EN7eW ZtsOMsBK8_gDjGgf7_ydiK 3-10-11 6-0-0 11-8-0 15-7-8 22-9-9 28-9-9 32-1-13 sa-u-u 1 3-10-11 2.1.5 5-8.0 3-11-8 7.2-0 6.0.0 3.4-4 5-10.3 0-11-4 Scale =1:76.5 8x8 = 4x4 = 9x16 MT18H 3x6 = I I6x8 = 6x8 = 6x12 = 3x6 I I 5x6 = 6x12 = 4x6 I I MEMBER TO BE REMOVED AFTER TRUSS INSTALLATION LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defi L/d 360 PLATES MT20 GRIP 137/130 TCLL 30.0 (Roof Snow --30.0) Plate Grip DOL 1.15 1.15 TC 0.92 BC 0.47 Vert(LL) -0.50 Vert(CT) -0.71 1-19 >426 1-19 >298 240 MT18H 244/190 TCDL 10.0 0.0 * Lumber DOL Rep Stress Incr NO WB 0.96 Horz(CT) 0.35 Wind(LL) 0.22 16 n/a n/a 1-19 >980 240 Weight: 388 Ib FT = 5% BCLL Code IRC2015/TP12014 (Matrix) BCDL 10.0 LUMBER- BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. TOP CHORD 2x8 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-8: 2x6 SP No.1 D CHORD 1.5 X 9.25 Master -Plank LVL 1. *Except* WEBS 1 Row at midpt 9-20 BOT 2 Rows at 1/3 pts 8-16 15-16: 2x6 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* JOINTS 1 Brace at Jt(s): 21, 22 8-16: 2x6 SP No.2, 9-20: 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. (Ib/size) 1=816/0-3-8, 12=501/0-3-8, 16=2908/0-3-8, 17=-861/0-3-8, 18=390/0-3-8 Max Horz 1=-268(LC 8) Max Upliftl =-1 47(LC 13), 12=-249(LC 13), 16=-1469(LC 13), 17=-4361 (LC 42), 18=-46(LC 12) Max Grav 1=1096(LC 32), 12=685(LC 42), 16=7229(LC 42), 17=1518(LC 13), 18=906(LC 40) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-24=-1151/374, 2-24=-912/399, 2-3=-535/370, 3-25=-332/378, 4-25=-276/397, 4-5=-331/390, 5-6=-197/1016, 8-9=-325/4777, 9-10=-143/290, 10-11=-175/264, 11-26=-618/371, 12-26=-743/351, 12-13=0/32, 6-27=-78/2511, 7-27=-77/2513, 7-28=-261/4410, 8-28=-261/4409 BOT CHORD 1-19=-255/949,18-19=0/0, 16-17=-1030/2997,15-16=-55/35,14-15=-196/485,12-14=-l95/482 WEBS 5 -21= -746/345,21 -22= -744/342,20 -22= -2420/317,19 -23=-41/390,4-23=-211/227,16-20=-2354/201,8-20=-3001/232, 6-21=-23/20, 7-22=-56/824, 6-22=-2012/138, 7-20=-2110/352, 9-15=-98/638, 9-20=-3972/476, 5-23=-44/398, 11-14=-148/478,2-19=-1121/305 , 1-14=-148/478,2-19=-1121/305, 11-15=-800/299 JOINT STRESS INDEX 1 =0.18,2=0.24,3=0.13,4=0.40,5=0.29,6=0.56,7=0.83,8=0.82,9=0.91,10=0.07,11 =0.36,12=0.35, 14=0.22,15=0.40, 0.68, 18 = 0.22, 19 = 0.28, 20 = 0.85, 21 = 0.26, 22 = 0.76 and 23 = 0.00 NOTES- (16-17) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide metal plate or equivalent at bearing(s)16 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 147 Ib uplift at joint 1, 249 Ib uplift at joint .._114 ..t L.;n 1R AQR1 B, I Inllft at inint 17 and 46 Ib UDlift at joint 18. \`\\\11p11 I I Ill/// &\STeRFT� / PE10707787 STATE OF �Q 0.�'••�NDIANP�' sS/ONALO 11111111111111\ 0 January 21,2016 COntlYAueiTtsFl "1110. 1 a, i,,,,,, _ _ NGINEERING BY A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2016 BEFORE USE. TREE190 Design valid for use only with Mitek®connectors. This design is based only upon parameters shown, and is for an individual building component, noa truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing1ilialo Is always required for stablfty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quail H Crlterla, DSB•89 and BCSI Building Component 818 SonnNC 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Jo Truss Truss Type Qty Ply o0_MidAtIantic E8993517 ORDERS EA 11146 HIPS 1 1 Job Reference o tional ,,d oa nes 1--t oe Inn AAnn San 14 14'24:55 2015 Paae 2 NVK, I D:01404hKr74Gy9KiHvJ W RGMzroFI-x2uu_AVe4aol eIN EN7eWZtsOMsBK8_gDjGgflydiK6 NOTES- (16-17) 11) Load case(s) 2, 3, 4, 23, 24, 25, 26, 27, 28, 29, 30, 39, 40, 41, 42, 43, 44, 45, 46 has/have been modified. Building designer must review loads to verify that they are correct for the Intended use of this truss. 12) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 13) This truss has large uplift reaction(s) from gravity load case(s). Proper connection is required to secure truss against upward movement at the bearings. Building designer must provide for uplift reactions Indicated. 14) Attic room checked for L/360 deflection. 15) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 16) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 17) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust Wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) Standard Except: 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-18=-20,1-6=-80, 8-13=-80,12-17=-20, 6-8=-80 2) Dead + 0.75 Snow (balanced) + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-65, 8-13=-65, 15-17=-125(F=-105), 12-15=-20, 6-8=-65 3) Dead + 0.75 Snow (Unbal. Left) + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-25=-65, 6-25=-88, 8-13=-33, 15-17=-125(F=-105), 12-15=-20, 6-8=-65 4) Dead + 0,75 Snow (Unbal. Right) + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-34, 8-13=-65, 15-17=-125(F=-105), 12-15=-20, 6-28=-87, 8-28=-65 23) Dead + 0.75 Snow (bal.) + 0,75 Attic Floor+ 0.75(0,6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-76, 8-12=-57, 12-13=-52, 15-17=-125(F=-105), 12-15=-20, 6-8=-44 Horz: 1-6=11, 8-12=8,12-13=1 3. 6-7=-21, 7-8=21 24) Dead + 0.75 Snow (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-57, 8-12=-76, 12-13=-71, 15-17=-125(F=-105), 12-15=-20, 6-8=-44 Horz: 1-6=-8, 8-12=-11, 12-13=-6, 6-7=-21, 7-8=21 25) Dead + 0.75 Snow (bal.) + 0.75 Attic Floor + 0.75(0.6 MW FRS Wind (Neg. Int) 1st Parallel): Lumber Increase= 1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-44, 8-12=-57, 12-13=-52, 15-17=-125(F=-105), 12-15=-20, 6-8=-57 Horz: 1-6=-21, 8-12=8,12-13=13, 6-7=-8, 7-8=8 26) Dead + 0.75 Snow (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-57, 8-12=44, 12-13=-40, 15-17=-125(F=-105), 12-15=-20, 6-8=-57 Horz; 1-6=-8, 8-12=21, 12-13=25, 6-7=-8, 7-8=8 27) 3rd Dead + 0.75 Snow (Unbal. Left) + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-34, 8-13=-33, 15-17=-125(F=-105), 12-15=-20, 6-27=-65, 8-27=-87 28) 4th Dead + 0.75 Snow (Unbal. Left) + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-3=-65, 3-6=-94, 8-13=-33, 15-17=-125(F=-105), 12-15=-20, 6-8=-33 29) 5th Dead + 0.75 Snow (Unbal. Right) + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-34, 8-13=-33, 15-17=-125(F=-105), 12-15=-20, 6-28=-87, 8-28=-65 30) 6th Dead + 0.75 Snow (Unbal. Right) + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-19=-20,18-19=-125(F=-105),1-6=-34, 8-10=-93,10-13=-65,15-17=-125(F=-105),12-15=-20,6-8=-33 39) 15th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Attic Floor + 0.75(0.6 MW FRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-44, 8-12=-25,12-13=-21,15-17=-125(F=-105),12-15=-20, 6-8=-88 Horz: 1-6=11, 8-12=8, 12-13=13, 6-7=-21, 7-8=21 40) 16th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-24=-76, 6-24=-120, 8-26=-101, 12-26=-57, 12-13=-52, 15-17=-125(F=-105), 12-15=-20, 6-8=-12 Horz: 1-6=11, 8-12=8, 12-13=13, 6-7=-21, 7-8=21 41) 17th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-25, 8-12=44, 12-13=40, 15-17=-125(F=-105), 12-15=-20, 6-8=-88 Horz: 1-6=-8, 8-12=-11, 12-13=-6, 6-7=-21, 7-8=21 42) 18th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1,60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-24=-57, 6-24=-101, 8-26=-120, 12-26=-76, 12-13=-71, 15-17=-125(F=-105), 12-15=-20, 6-8=-12 Horz: 1-6=-8, 8-12=-11, 12-13=-6, 6-7=-21, 7-8=21 Continued on Daae 3 © WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall TRENCO building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A tdi Tr,k Affilialo is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, D5B-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty P y 00_MldAtiantic E8993517 ORDERS EA -11145 HIPS 1 1 Job Reference o tional 7 630 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 14 14:24:55 2015 Page 3 NVR, ID:0i404hKr74Gy9KiHvJ W RGMzroF I-x2uu_AVe4ao 1 eiNEN7eW ZtsOMsBK8_gDJGgf7ydlKb LOAD CASE(S) 43)19th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Attic Floor + 0,75(0.6 MW FRS Wind (Neg. Int)1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-12, 8-12=-25, 12-13=-21, 15-17=-125(F=-105), 12-15=-20, 6.8=-101 Horz: 1-6=-21, 8-12=8, 12-13=13, 6-7=-8, 7-8=8 44) 20th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Attic Floor + 0.75(0.6 MW FRS Wind (Neg. Int) 1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-24=-44, 6-24=-88, 8-26=-101, 12-26=-57,12-13=-52,15-17=-125(F=-105),12-15=-20, 6-8=-25 Horz: 1-6=-21, 8-12=8, 12-13=13, 6-7=-8, 7-8=8 45) 21 st Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Attic Floor + 0.75(0.6 MW FRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18 -1I9= -126(F=-105),1-6=-25, 8-12=-12, 12-13=-8, 15-17=-125(F=-105), 12-15=-20, 6-8=-101 Horz: 1-6=-8, 8-12=21, 12-13=25, 6-7=-8, 7-8=8 46) 22nd Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20,18-19=-125(F=-105),1-24=-57, 6-24=-101, 8-26=-88,12-26=-44,12-13=-40,15-17=-125(F=-105),12-15=-20, 6-8=-25 Horz: 1-6=-8, 8-12=21, 12-13=25, 6-7=-8, 7-8=8 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mit-7473 rev. 10/03/2015 BEFORE USE.NGI IIII:E RI NG By Design valid for use only with MiiekO connectors. This design is based only upon parameters shown, and is for an individual building component, not TREENC11 a truss system. Before use, the building designer must verify the appricobility of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A tri Tok AHM.ib; Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrcation, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Informallon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Edenton, NC 27932 0-11.4 LOADING (psf) TCLL 30.0 (Roof Snow --30.0) TCDL 10.0 BCLL 0.0 EA -11146 46 = ID:NJx9RHul 7.630S 3x4 = SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 3x4 11 LUMBER - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 2=200/6-8-2,4=200/6-8-2,6=246/5-8-2 Max Horz 2=-56(LC 10) Max Uplift2=-42(LC 12), 4=-49(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19,2-7=-95139,3-7=-29/47,3-8=-29/45,4-8=-94137,4-5=0/19 BOT CHORD 2-6=-11/45,4-6=-11/45 WEBS 3-6=-175/44 JOINT STRESS INDEX 2=0.16,3=0.05,4=0.16 and 6=0.05 3x4 = (loc) I/deft L/d 5 n/r 120 5 n/r 120 4 n/a n/a PLATES GRIP MT20 197/144 E8993618 Scale: 3/4"=1' I� 0 Weight: 19 Ib FT = 5% 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. NOTES- (11-12) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 Ib uplift at joint 2 and 49 Ib uplift at joint 4. 9) )Semi-rigid and Industry Including gyack Truss Connection ember end fixity for Connection to base truel was used In the sss and design of as applicable, onc�onsult qualified building 10) See Standard Industry Piggyback designer. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. /�Z_, \�R• LASS��''�. \\\\AQP �G1STER�,'•(,. ��: PE10707787 ; STATE OF �Q oT�•'' SSbNAI I ' \V�`�\\\ January 21,2016 ENGINEERING BY A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M17 -EK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. TRE"90 Design valid for use only with Miiek� connectors. This design is based only upon parameters shown, and is for an Individual building component, nota truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overalllilia b building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the818 Soundside fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN51/iPll Quality Criteria, DSB•B9 and BCSI Building Component Edenton, NC 279324 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 8-1.4 7-2-0 CSI. DEFL. in TC 0.19 Vert(LL) -0.00 BC 0.08 Vert(CT) -0.00 WB 0.04 Horz(CT) 0.00 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 2=200/6-8-2,4=200/6-8-2,6=246/5-8-2 Max Horz 2=-56(LC 10) Max Uplift2=-42(LC 12), 4=-49(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19,2-7=-95139,3-7=-29/47,3-8=-29/45,4-8=-94137,4-5=0/19 BOT CHORD 2-6=-11/45,4-6=-11/45 WEBS 3-6=-175/44 JOINT STRESS INDEX 2=0.16,3=0.05,4=0.16 and 6=0.05 3x4 = (loc) I/deft L/d 5 n/r 120 5 n/r 120 4 n/a n/a PLATES GRIP MT20 197/144 E8993618 Scale: 3/4"=1' I� 0 Weight: 19 Ib FT = 5% 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. NOTES- (11-12) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 Ib uplift at joint 2 and 49 Ib uplift at joint 4. 9) )Semi-rigid and Industry Including gyack Truss Connection ember end fixity for Connection to base truel was used In the sss and design of as applicable, onc�onsult qualified building 10) See Standard Industry Piggyback designer. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. /�Z_, \�R• LASS��''�. \\\\AQP �G1STER�,'•(,. ��: PE10707787 ; STATE OF �Q oT�•'' SSbNAI I ' \V�`�\\\ January 21,2016 ENGINEERING BY A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M17 -EK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. TRE"90 Design valid for use only with Miiek� connectors. This design is based only upon parameters shown, and is for an Individual building component, nota truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overalllilia b building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the818 Soundside fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN51/iPll Quality Criteria, DSB•B9 and BCSI Building Component Edenton, NC 279324 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 00_MidAtlanuc E8993583 ORDERS EA -11147 HIPS 1 3 Job Reference o tional -0.27 17-18 >999 -0.36 17-18 >999 240 TCDL 10.0 BCLL 0.0 * Lumber DOL Rep Stress Incr NO 7.830 s Jul 28 2015 MiTek IndusUies, Inc. Mon Sep 14 14:28:25 2015 Page 1 --ir- NVK, ID:Oi404hKr74Gy9KIHvJvvKumzrori-noano4lmuorcr���a����«•••• ••••-��- 5-0-0 8-0-0 11-8-0 15-7-8 19-2-9 22-9-9 27-4-0 31-4-0 34-4-0 38-0.0 5.0.0 3.0.0 3.8.0 3-11.8 3.7.0 3-7.0 4.8.7 4.0.0 3.0.0 Scale =1:72.7 8x8 = 3x4 11 8x8 = tfXIZ — 3x6 II 3x6 5x8 = 12x12 = 3x6 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/defl L/d 360 PLATES GRIP MT20 137/130 TCLL 30.0 (Roof Snow --30.0) Plate Grip DOL 1.15 1.15 TC 0.69 BC 0,54 Vert(LL) Vert(CT) -0.27 17-18 >999 -0.36 17-18 >999 240 TCDL 10.0 BCLL 0.0 * Lumber DOL Rep Stress Incr NO WB 0.52 (Matrix) Horz(CT) Wind(LL) 0.04 13 n/a n/a 0.0817-18 >999 240 Weight: 1097 Ib FT = 5% BCDL 10.0 Code IRC2015ITP12014 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. TOP CHORD 2x8 SP No.2 *Except* 12-13,9-12: 2x8 SP 225OF 1.9E, 7-9: 2x4 SP No.2 or 2x4 SPF No.2 BOINTS ORD Rigidplied or 10-0-0 oc bracing. dce ceiling BOT CHORD 1.5 X 9.25 Master -Plank LVL 1. *Except* Jt(s)e20y21P22d 13-16: 2x10 SP No.1 D WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 6-10,5-18,17-22: 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. (Ib/size) 1=3314/0-3-8,13=3191/0-3-8 Max Horz 1=-209(LC 6) Max Grav1=4680(LC 37), 13=4537(LC 39) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-25=-8060/8, 2-25=-7947/22, 2-3=-7796/2, 3-4=-7620/22, 4-26=-8010/29, 5-26=-7817/42, 5-6=-6606/67, 6-7=-1967/116, 9-10=-5410/101, 10-11=-5337/127, 11-27=-7008/32, 12-27=-7203/8, 12-28=-7355/0, 13-28=-7497/0, 7-29=-3354/97, 8-29=-3348/98, 8-30=-3348/98, 9-30=-3353/97 BOT CHORD 1-19=-70/6843, 18-19=-6/6654, 18-24=0/6066, 17-24=0/6066, 16-17=0/6066, 15-16=0/6066, 14-15=0/6067, 13-14=0/6071 WEBS 6-20=-5399/164, 20-21=-5356/165, 21-22=-1868/178, 10-22=-528/580, 18-23=0/3370, 5-23=0/2858, 4-19=-1112/243, 4-18=-1032/166, 12-14=-372/224, 2-19=-352/85, 7-20=0/377, 8-21=-364/103, 7-21=-111/2344, 9-21=-2373/32, 9-22=-8/3669, 11-15=-475/88, 17-22=0/4166, 6-23=-30/801, 11-22=-2166/148 JOINT STRESS INDEX 1 =0.30,2=0.17,3=0.11,4=0.36,5=0.17,6=0.49,7=0.34,8=0.26,9=0.49, 10=0.17, 11 =0.36, 12=0.20, 13=0.41, 14=0.1 0.83, 19 = 0.21, 20 = 0.26, 21 = 0.35, 22 = 0.43 and 23 = 0.00 NOTES- (14-15) 1) 3 -ply truss to be connected together as follows: Top chords connected with 12d (0.131 "x3.25") nails as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 20 -1 row at 0-9-0 oc. Bottom chords connected with 10d (0.131 "x3") nails as follows: 1.5x9.25 - 5 rows staggered at 0-4-0 Do. Web connected with 12d (0.131"x3.25") nails as follows: 2x4 -1 row at 0-9-0 Co. 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 7-10; Vuit=130mph (3 -second gust) Vasd=103ni TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1,60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp,; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tail by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 9) Ceiling dead load (5.0 psf) on member(s). 5-6, 6-20, 20-21, 21-22, 10-22 —A 1: Inerl /dn in nett and additinnal bottom chord dead load (0.0 psf) applied only to room. 17-18 111111 IIII/y Q ; PE10707787 ; STATE OF �1Z '., A\ •.NDIMA 0N AL IIIIIIIII January 21,2016 U9UttTiClefJ'Otipage,r,,,.,w..�•..• �_, ..____.__._.. _ NEERING BY A WARNING -verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/1015 BEFORE USE. TRE"ENCO buckling of Individual truss wem Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall „tai T4 htfilialn building design. Bracing Indicated is to prevent b and/or chord mebers only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Safety Information available from Trus Plate institute, 218 Nof e Lee Street, Ss and truss uite 312, AleeNandria, VA 22Pil 314rlferia, DSB•89 and BCSI Building Component 818 Edenton,INC 27932d ob Truss Truss Type Qty Ply 00_MidABanuc E8993563 ORDERS EA -11147 HIPS 1 3 Job Reference o tional 7.830 s Jul 28 2015 MiTek IndusVies, Inc. Mon Sep 14 14:28:25 2015 Page 2 NVR, I D:Oi4O4hKr74Gy9KIHvJ W RGMzroFi-nSaH3z1 Md5FErORbgEPm49ZLwW rLL3o80xXm UpydiGc NOTES- (14-15) 11) "Semi-rigid pitchbreaks including 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) 4012 Ib down and 95 Ib up at 18-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Attic room checked for U360 deflection. 14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 15) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-13=-20, 1-5=-80, 5-6=-90, 6-7=-80, 9-13=-80, 6-10=-10, 7-9=-80 Concentrated Loads (Ib) Vert: 24=-2600(F) ENGIFIEERING By AWARNING - Verify desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mit-7473 rev. 10/03/20111 BEFORE USE. TRE"90 Design valid for use only wish MtfekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the appllcabilify of design parameters and properly Incorporate this design info the overall building design. Bracing indicated is to prevent buckring of individual truss web and/or chord members only. Additional temporary and permanent bracing Illola is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the818 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB•89 and SCSI Building Component Edenton, NCd27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. o Truss CSI. Qty Ply 00_MidABant c TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.10 10-11 >999 360 E9074544 ORDERS EA -111481:: �11MN 1 3 Job Reference o tional i.,.. o�n,., oz.F•�o•na oma ao�o� NVR,,...�,,...,..,,�.,_.................___�.__,..._....--�---�------- -�- ID:Qfg 60J4uYCUEKaXhYZ2pQIzm BTH-MYBMJ 5LTJ eb150HOJOr_bLSLCIbdnZ9Ga_tCgjyQVnM - -11 3-1-7 6-2-14 9-4-4 12.5-10 15-7-1 18-8.8 •11- 3.1.7 3.1-6 3-1-8 3-1.8 3.1.8 3.1-7 4x8 11 V^1` 10x12 = 6x8 = 10x12 = 8x12 \\ 12x12 = i \\ I2 Scale =1:65.6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) -0.10 10-11 >999 360 MT20 137/130 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Vert(CT) -0.18 10-11 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.99 Horz(CT) 0.02 10 n/a n/a BCLL 0,0 Code IRC2015/TP12014 (Matrix) Wind(LL) 0.0510-11 >999 240 Weight: 528 lb FT=5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins. BOT CHORD 1.5 X 9.25 Master -Plank LVL 1. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except` 6-12: 2x4 SP No.2 or 2x4 SPF No.2 SLIDER Left 2x4 SP or SPF No.3 or Stud 3-2-7, Right 2x4 SP or SPF No.3 or Stud 3-2-7 REACTIONS. (Ib/size) 10=13325/0-3-8,2=12618/0-3-8 Max Horz2=205(LC 9) Max Upllft10=-440(LC 10), 2=-418(LC 10) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/45, 2-3=-11583/396, 3-4=-11439/417, 4-5=-11387/445, 5-15=-8887/395, 6-15=-8746/419, 6-16=-8748/418, 7-16=-8889/395, 7-8=-11769/457, 8-9=-11822/430, 9-10=-11971/409 BOT CHORD 2-14=-305/7746, 13-14=-251/7997, 12-13=-251/7997, 11-12=-228/8273, 11-17=-250/7960, 17-18=-250/7960, 18-19=-250/7960, 10-19=-250/7960 WEBS 6-12=-530/12146, 7-12=-4677/266, 7-11=-210/5996, 8-11=0/519, 5-12=-4030/242, 5-14=-178/5160, 4-14=-3/428 JOINT STRESS INDEX 2=0.64,2=0.73,2=0.73,2=0.00,3=0.00,4=0.26,5=0.79,6=0.79,7=0.79,8=0.26,9=0.00,10=0.64,10=0.73,10=0.73, _ = 7,13= 0.53 and 14 = 0.80 0I111 I I I I//////// NOTES- (12-13) \\\ �� R- LASSjT/,// 1) 3 -ply truss to be connected together as follows:.••''•"'• / Top chords connected with 12d (0.148"x3.25") nails as follows: 2x4 -1 row at 0-9-0 oc. ��\ (�� !••G\ST6 `,,Clop/'Bottom chords connected with 16d (0.162"x 3.5") nails as follows: 1.5x9.25 5 rows staggered at 0-5-0 oc. `i i Web connected with 12d (0.148"x3.25") nails as follows: 2x4 -1 row at 0-9-0 oc. • Q 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 _ PE 10707787 connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 0 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 STATE OF Q 5) Unbalanced snow loads have been considered for this design. W 6) This truss has been designed for greater of min roof live load of 12.0 psf or 1,00 times flat roof load of 30.0 psf on overhangs i '. non -concurrent with other live loads. ��i X, ••''�; ��•A;:•'� \C\ ���\ 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. //, �s S� 8) ' This truss has been designed for a live load of 20,0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will /// `ONAL fit Provideemechan men the echanical othertom chord and any al connectionnnection (by others)h 9) others) of truss to bearing plate capable of withstanding 440 Ib uplift at joint 10 and 418 Ib uplift at /I III I I I1 Off\\ joint 2. January 21,2016 d@Ii l -ir{9 breaks including heels" Member end fixity model was used In the analysis and design of this truss. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall TRENCO building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A Mi 14 Affilialn Is always required for siabifty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/71`11 Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 ob Truss Truss Type Qty Ply c E9074544 [OCOMIdAOant ORDERS EA -11148 COMN 13 b Reference (optional) i..,. cd nor oa 1 r,-1o•ne ems Pena 9 NVR, ID:Qfg 6OJ4uYCU EKaXhYZ2pQlzm BT H-glikW QM64yjuiAsDtj MD8Z_W x8xsW OPPpecINAyQVnL NOTES- (12-13) 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3471 Ib down and 126 Ib up at 16-10-4, and 400 Ib down and 15 Ib up at 18-0-0 on bottom chord. The design/selection of such connection device(s) Is the responsibility of others. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-6=-80, 6-10=-80, 2-17=-1262(F=-1242), 10-17=-20 Concentrated Loads (lb) Vert: 18= -3471(F)19= -400(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2016 BEFORE USE.NGINEERING BY Design valid for use only with Mliek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not TREENCO a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A fdiTr4i Allili.iln Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1PI1 Quail Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NO 27932 NVR, - ID:OI404hKr74Gy8KItivJWRGMzron-Lueru--„,.v--„--v- •--•-•�----- 22-6-1 27-0-8 31-0.8 37-8-8 3§-7- 2 4-8.8 7-8-5 11 4-8 15-4-0 7-2-0 4 8 7 4.0.0 0 0-11-4 4-8.8 3.0.0 3.8.0 3-11-8 8x8 = 7 31 6x6 8.00 12 12x12 6 5 21 3x4 11 4x6 'i 28 8x8 4 4 3x6 27 3 26 1 6x12 5 20 19 18 5x6 = 8x12 = 10x12 = Scale =1:74.4 4x4 8x8 = = 8 32 9 6x6 10 12x12 22 23 11 44 11 4x4 11 29 8x8 o 25 12 d 30 13 � lO 17 6x8 = 16 15 4x12 11 3x6 11 6x8 = LOADING(psf) 30,0 SPACING- 2-0-0 Truss Type Qty Ply 00_MidAtlantic E8893518 Jo Truss Plate Grip DOL 1.15 Lumber DOL 1.15 TC 0.91 BC 0.85 Vert(CT) ORDERS EA -11150 HIPS 1 1 Job Reference 0 tional Horz(CT) Wind(LL) 0.06 13 n/a n/a 0.20 15-16 >999 240 Weight: 362 Ib FT = 5% BCDL 10.0 7.830 s Jul 28 2015 MiTek Intlusfdes, Inc. Mon Sep 14 14:24:58 2015 Page 1 c..nor•nnvi L,..va�l 11nOFu.Ik.IvdiK NVR, - ID:OI404hKr74Gy8KItivJWRGMzron-Lueru--„,.v--„--v- •--•-•�----- 22-6-1 27-0-8 31-0.8 37-8-8 3§-7- 2 4-8.8 7-8-5 11 4-8 15-4-0 7-2-0 4 8 7 4.0.0 0 0-11-4 4-8.8 3.0.0 3.8.0 3-11-8 8x8 = 7 31 6x6 8.00 12 12x12 6 5 21 3x4 11 4x6 'i 28 8x8 4 4 3x6 27 3 26 1 6x12 5 20 19 18 5x6 = 8x12 = 10x12 = Scale =1:74.4 4x4 8x8 = = 8 32 9 6x6 10 12x12 22 23 11 44 11 4x4 11 29 8x8 o 25 12 d 30 13 � lO 17 6x8 = 16 15 4x12 11 3x6 11 6x8 = LOADING(psf) 30,0 SPACING- 2-0-0 CSI. DEFL. Vert(LL) in (loc) I/defl L/d -0.41 16-18 >999 360 PLATES GRIP MT20 137/130 TCLL (Roof Snow --30.0) Plate Grip DOL 1.15 Lumber DOL 1.15 TC 0.91 BC 0.85 Vert(CT) -0.55 16-18 >822 240 TCDL 10.0 BCLL 0.0 * Rep Stress Incr YES WB 0.93 (Matrix) Horz(CT) Wind(LL) 0.06 13 n/a n/a 0.20 15-16 >999 240 Weight: 362 Ib FT = 5% BCDL 10.0 Code IRC2015/TPI2014 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. TOP CHORD 2x8 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 9-0-15 oc bracing. 12-14,9-12: 2x8 SP 2250F 1.9E, 7-9: 2x6 SP No.2 JOINTS 1 Brace at Jt(s): 21, 22, 23 BOT CHORD 2x10 SP No.1 D *Except* 1-19: 1.5 X 9.25 Master -Plank LVL 1. WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 6-10,5-18,11-16: 2x4 SP No.2 or 2x4 SPF Ill REACTIONS. (Ib/size) 1=1948/0-3-8, 13=2024/0-3-8 Max Horz 1=-268(LC 10) Max Uplift1=-1011 12), 13=-126(LC 13) Max Grav 1=2604(LC 40), 13=2754(LC 42) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-26=-4174/359, 2-26=-4089/374, 2-3=-3935/345, 3 -27=-3783/361, 4-27=-3779/364, 428= 3988/346, 5-28=-3796/358, 5-6=-3147/384, 6-7=-893/321, 9-10=-844/387, 10-11=-3371/426, 11-29=-3760/323, 12-29=-3953/305, 12-30=-37011198, 13-30=-3829/177, 13-14=0/32, 7-31=-1161/427, 8-31=-1157/429, 8-32=-575/690, 9-32=-579/688 BOT CHORD 1-20=-248/3546, 19-20=-152/3399, 18-19=-152/3399, 17-18=-19/2987, 16-17=-19/2987, 15-16=-22/3017, 13-15=-29/3048 WEBS q-18 =979/8333?12115-920/0183?2-20=?69131,/732112/234,8-22/3221/129, 810,}7-22=-217/682, 8-23=-6441184, 715/344, 9-23=-50/421, 16-25=0/1527, 11-25=0/1252, 6-24=-39/371, 10-25=-95/561 JOINT STRESS INDEX.96a� `\ 1=0.70,2=0.17,3=0.17,4=0.36,5=0.21,6=0.90,7=0.30,8=0.39,9=0.23,10=0.98,11=0.20,12=0.26,13=0.63,15=0.18,16i�'1Q•��tj19= 0.95, 20 = 0.21, 21 = 0.26, 22 = 0.42, 23 = 0.39, 24 = 0.00 and 25 = 0.00 \ �C F'• NOTES- (13-14) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS pE 10107181 (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 • 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs '0 STATE OF non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. •'• "V 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ,,�i/ '� ••....60 '•�� \�� 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall b 2-0-0 wide will / �? fit between the bottom chord and any other members, with BCDL = 10.Opsf. y iy SS/ON 0- 8) Ceiling dead load (5.0 psf) on member(s). 5-6, 10-11, 6-21, 21-22, 22-23, 10-23 //�flllll 1111100\ 9) Bottom chord live load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 16-18 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 109 Ib uplift at joint 1 and 126 Ib uplift at January 21 2016 , CondAffid& page 2 NEERING BY AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE II rev. 10/03/2015 BEFORE USE. TRENGlEwas'”0 Design valid for use only with Mil connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i, Mi fnk Atfiliatrs Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the818 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 QuaIIH Criteria, DSB•89 and BC$1 Building Component Edenton, Safety 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. NVR, ID:01404hKr74Gy9KIHVJWKVMzrori-LualuonvviMVMUVV�-FN - —r --- NOTES- (13-14) 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Attic room checked for L/360 deflection. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ENGINEERING BY AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/201b BEFORE USE. TRE14CO Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A Mi T4 Alfili.iln Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 818 SounNC 27932 Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ss Type 00_10MAtlanuc E8993519 Job ORDERS ]7;�= S IQty 1 JHly 1 JobReference o tionai 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Sep�14 14:24:58 2015 Page 2 NVR, ID:01404hKr74Gy9KIHVJWKVMzrori-LualuonvviMVMUVV�-FN - —r --- NOTES- (13-14) 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Attic room checked for L/360 deflection. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ENGINEERING BY AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/201b BEFORE USE. TRE14CO Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A Mi T4 Alfili.iln Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 818 SounNC 27932 Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 00_MidAtlante E8993566 ORDERS EA -11151 HIPS 1 3 Job Reference (optional) -0.27 17-18 >999 360 MT20 137/130 (Roof Snow --30.0) Lumber DOL 1.15 I ann • nn 9n qn— -r- Industries. Inc. Mon Seo 14 14:26:31 2015 Page 1 NVR, 67CxONZxulOUWAJQpMZwqqlnHOOt-5iTydiGk I 4-8-8 7.8.8 11-4-8 15-4-0 18-11-1 22-6-1 27-0-8 31-0-8 34-0-8 37-8-8 4.8-8 3.0-0 3.8-0 3.11-8 3.7-0 3.7.0 4.6.7 4.0.0 3.0-0 3.8.0 8x8 = 3x4 11 8x8 = Scale =1:72.5 6x12 �i 5x6 = 10x12 = 8x12 3x6 II 3x8 11 3x6 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Weft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) -0.27 17-18 >999 360 MT20 137/130 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.79 Vert(CT) -0.36 17-18 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.52 Horz(CT) 0.04 13 n/a n/a BCLL 0.0 * Code IRC2015/TP12014 (Matrix) Wind(LL) 0.0817-18 >999 240 Weight: 1094 lb FT=5% BCDL 10.0 LUMBER- TOP CHORD 2x8 SP No.2 *Except* BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. 12-13,9-12: 2x8 SP 225OF 1,9E, 7-9: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. BOT CHORD 1.5 X 9.25 Master -Plank LVL 1. *Except* JOINTS 1 Brace at Jt(s): 20, 21, 22 13-16: 2x10 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 6-10,5-18,17-22: 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. (Ib/size) 1=3311/0-3-8,13=3165/0-3-8 Max Horz 1=-209(LC 8) Max Grav 1=4685(LC 37), 13=4500(LC 39) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-25=-7741/7, 2-25=-7629/21, 2-3=-7542/4, 3-4=-7366/23, 4-26=-7832/34, 5-26=-7639/47, 5-6=-6444/67, 6-7=-1993/133, 9-10=-5411/77, 10-11=-5273/114, 11-27=-6873/29, 12-27=-7068/5, 12-28=-7236/0, 13-28=-7385/0, 7-29=-3391/122, 8-29=-3385/123, 8-30=-3385/123, 9-30=-3391/122 BOT CHORD 1-19=-69/6450, 18-19=-8/6436, 18-24=0/5970, 17-24=0/5970, 16-17=0/5970, 15-16=0/5970,14-15=0/5971, 13-14=0/5974 WEBS 6-20=-5323/179, 20-21=-5281/180, 21-22=-1833/167, 10-22=-509/651, 18-23=0/3249, 5-23=-5/2808, 4-19=-1209/235, 4-18=-942/183, 12-14=-324/243, 2-19=-155/225, 7-20=0/372, 8-21=-364/103, 7-21=-105/2339, 9-21=-2358/26, 9-22=0/3639, 11-15=-518/74, 17-22=0/4150, 6-23=-35/718,11-22=-2118/146 I I JOINT STRESS INDEX 1=0.43,2=0.17,3=0.10,4=0.36,5=0.17,6=0.47,7=0.34,8=0.26,9=0.49,10=0.17,11=0.36,12=0.20,13=0.40,14=0.17, 0.83,19=0.21,20=0.26,21=0.34,22=0.43 and 23=0.00 NOTES- (14-15) 1) 3 -ply truss to be connected together as follows: Top chords connected with 12d (0.131 "x3.25") nails as follows: 2x8 - 2 rows staggered at 0-9-0 cc, 2x4 -1 row at 0-9-0 cc. Bottom chords connected with 1 Od (0.131 "x3") nails as follows: 1.5x9.25 - 5 rows staggered at 0-4-0 cc. Web connected with 12d (0.131 "x3.25') nails as follows: 2x4 -1 row at 0-9-0 cc. 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 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Ceiling dead load (5.0 psf) on member(s). 5-6, 6-20, 20-21, 21-22, 10-22 r1A11tIiRfi:4f>b641f6Wi2e load (40.0 psf) and additional bottom chord dead load (0.0 psf) applied only to room. 17-18 15 = 0. \I�1111 9 IaI7/-1 18 LHSS i \\ ( . ......... �•�\ ST�RF''T�'A PE10707787 '� •'• STATE OF •�1 sSi/ONA 1� January 21,2016 A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.INEERING BY Design valid for use only with MiTekG connectors. This design Is based only upon parameters shown, and is for an Individual building component, not TE14RGEIICO a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing i, f.li 1r4l Alfilia In is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 rOR T1USS TypeQty P y 00_M OAllantic E8993566 ERS EA -11151 HIPS 1 3 Job Reference o tional 7.830 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 14 14:28:31 2015 Page 2 NVR, ID:01404hKr74Gy9KiHvJW RGMzroFl-cbyYK167CxONZxuloUWAJQpMZwgglnHOOt_5iTydiGk NOTES- (14-15) 11) "Semi-rigid pitchbreaks Including 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 sufflcient to support concentrated load(s) 4012 Ib down and 95 Ib up at 18-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 13) Attic room checked for U360 deflection. 14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 15) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-13=-20, 1-5=-80, 5-6=-90, 6-7=-80, 9-13=-80, 6-10=-10, 7-9=-80 Concentrated Loads (lb) Vert: 24=-2600(F) NGINEERING DY AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. TREENCEI Design valid for use only with MITek®connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A M! TM, Alfili.*, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 SounNCde Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ORDERS I EA -11152 I HIPS ID:01404hKr746y9KiHvJ W RGMzroFi-ppBPgXYb8plS7Mh?czjSjj 121 4.8.8 11-4-8 15.4-0 22-6-1 28 3 -7- -6-1 31-10-5 34-3-12 37-8-8 2 4-8.8 6.8-0 3-11.8 7.2.0 6.0-0 3-4.4 2-5-7 3-4-12 0-11-4 8x8 = 9x16 MT18H II 4x4 = E8993520 Scale = 1:79.3 602 y 1 r 4x6 I I 5x8 = 3x6 = 3x6 = 8x8 = 8x12 = 8x8 = 46 II MEMBER TO BE REMOVED AFTER TRUSS INSTALLATION LOADING (psf)E G- 2-0-0 CSI. DEFL. in (loc) I/deft Ud 1-19 >445 360 PLATES MT20 GRIP 137/130 TCLL 30.0p (Roof Snow=30.0)DOL DOL 1.15 1.15 TC 0.99 BC 0,46 Vert(LL) -0.47 Vert(CT) -0.67 1-19 >314 240 MT18H 244/190 TCDL 10.0ss Incr NO WB 0.83 Horz(CT) 0.34 Wind(LL) 0.22 16 n/a n/a 1-19 >953 240 Weight: 402 Ib FT = 5% BCLL 0.0C2015/TPI2014 (Matrix) BCDL 10.0 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. TOP CHORD 2x8 SP No.2 *Except* o. *Exo. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 6-8: 2x6 1 D BOT CHORD 1.5 X 9.25 Master -Plank LVL 1. *Except* WEBS 1 Row at 2-19 -16, 9-20 2 Rows att 1 1/3 /3 pts 8-16,9-20t. 14-16: 2x6 SP No.2 2x4 SP No.3 or 2x4 SPF Stud *Except* JOINTS 1 Brace at Jt(s): 21, 22 WEBS 8-16: 2x6 SP No.2, 9-20: 2x4 SP No.2 or 2x4 SPF No.2 OTHERS 1.5 X 9.25 Master -Plank LVL 1. LBR SCAB 15-17 1.5x9.25 MPLVL MasterPlank one side REACTIONS. (Ib/size) 1=794/0-3-8,16=2030/0-3-8,18=384/0-3-8,12=518/0-3-8 Max Horz1=-268(LC 10) Max Upliftl =-1 40(LC 13), 16=-47(LC 12), 18=-58(LC 9),12=-271 (LC 13) Max Gray 1=1070(LC 32), 16=2949(LC 40), 18=895(LC 40), 12=757(LC 42) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-25=-1247/386, 2-25=-1014/406, 2-3=-530/363, 3-26=-271/366, 4-26=-246/390, 4-5=-325/384, 5-6=-202/1136, 8-9=-253/4995, 9-10=-183/307, 10-11=-235/289, 11-27=-496/319, 12-27=-573/297, 12-13=0/32, 6-28=-41/2664, 7-28=-41/2666, 7-29=-202/4566, 8-29=-203/4564 BOT CHORD 1-19=-291/1059,18-19=0/0, 16-17=-0/36, 16-24=-40/37, 15-24=-40/16, 14-15=-30/10, 12-14=-166/396 WEBS 6-21=-26/33, 7-22=-44/828, 6-22=_20211109. 2 7 20= 21 3/293, 2-19=-1 49/3 0, 9-14=0/682, 9 403/1 56, 3153/272, 41 55/53 4, 5-23=-50/406, 11-14=-614/234 JOINT STRESS INDEX 1=0.38,2=0.36,3=0.50,4=0.40,5=0.33,6=0.59,7=0.83,8=0.92,9=0.97,10=0.13,11=0.17,12=0.16,14=0.42,15=0.85, 0.22, 18 = 0.22, 19 = 0.31, 20 = 0.88, 21 = 0.26, 22 = 0.77 and 23 = 0.00 NOTES- (15-16) 1) Attached 5-0-0 scab 15 to 17, front face(s)1.5 X 9.25 Master -Plank LVL 1. with 2 row(s) of 10d (0.120"x3") nails spaced 9" o.c.except : starting at 3-0-0 from end at joint 17, nail 2 row(s) at 2" o.c. for 2-0-0. 2) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6,Opsf; BCDL=6,Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) TCLL; ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 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. Q � PE10707787 ; ; STATE OF : Q OTS'' �NDI ANP••����'\ '0 N AI IE,\����\ January 21,2016 Continued on page 2 ENGINEERING BY A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. TRE�1[C� Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall /, 61i h,l; Allilial�, building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the818 fabrication, storage, delivery, erection and bracing of trusses and truss systems, , Alexandria, Quality Criteria, DSB•89 and BCSI Building Component Edenton, NCd27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 00_MIdAUantic building design. Bracing indicated Is to prevent buckring of Individual truss web and/or chord members only. Additional temporary and permanent bracing ! Mi T4 Alliiialo Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the E8993520 ORDERS EA -11152 HIPS 1 1 Job Reference (optional) NVR, /.bM S JUI 28 ZU15 MiTeK Industries, Inc. Mon Sep 14 14:Z5:UU 2015 Page 2 ID:Oi404hKr74GygKiHvJ W RGMzroF I-HOin2tYnv6QJ IW GBgg EhGwaD4tuhpH8ytYNQpCydiK1 NOTES- (15-16) 9) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 140 Ib uplift at joint 1, 47 Ib uplift at joint 16, 58 Ib uplift at joint 18 and 271 Ib uplift at joint 12. 11) Load case(s) 2, 3, 4, 23, 24, 25, 26, 27, 28, 29, 30, 39, 40, 41, 42, 43, 44, 45, 46 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 12) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 13) Attic room checked for U360 deflection. 14) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 15) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 16) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. LOAD CASE(S) Standard Except: 1) Dead + Snow (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-18=-20, 1-6=-80, 8-13=-80, 12-17=-20, 6-8=-80 2) Dead + 0.75 Snow (balanced) + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-65, 8-13=-65, 14-17=-125(F=-105), 12-14=-20, 6-8=-65 3) Dead + 0.75 Snow (Unbal. Left) + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-26=-65, 6-26=-88, 8-13=-33, 14-17=-125(F=-105), 12-14=-20, 6-8=-65 4) Dead + 0.75 Snow (Unbai. Right) + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-34, 8-13=-65, 14-17=-125(F=-105), 12-14=-20, 6-29=-87, 8-29=-65 23) Dead + 0.75 Snow (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-76, 8-12=-57, 12-13=-52, 14-17=-125(F=-105), 12-14=-20, 6-8=-44 Horz: 1-6=11, 8-12=8, 12-13=13, 6-7=-21, 7-8=21 24) Dead + 0.75 Snow (bal.) + 0,75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg, Int) Right): Lumber Increase=1,60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-57, 8-12=-76, 12-13=-71, 14-17=-125(F=-105), 12-14=-20, 6-8=-44 Horz: 1-6=-8, 8-12=-11, 12-13=-6, 6-7=-21, 7-8=21 25) Dead + 0.75 Snow (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int)1 st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-44, 8-12=-57, 12-13=-52, 14-17=-125(F=-105), 12-14=-20, 6-8=-57 Horz: 1-6=-21, 8-12=8, 12-13=13, 6-7=-8, 7-8=8 26) Dead + 0.75 Snow (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-57, 8-12=44, 12-13=40, 14-17=-125(F=-105), 12-14=-20, 6-8=-57 Horz: 1-6=-8, 8-12=21, 12-13=25, 6-7=-8, 7-8=8 27) 3rd Dead + 0.75 Snow (Unbal. Left) + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-34, 8-13=-33, 14-17=-125(F=-105), 12-14=-20, 6-28=-65, 8-28=-87 28) 4th Dead + 0.75 Snow (Unbal. Left) + 0.75 Attic Floor: Lumber Increase= 1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-3=-65, 3.6=-94, 8-13=-33, 14-17=-125(F=-105), 12-14=-20, 6-8=-33 29) 5th Dead + 0.75 Snow (Unbal. Right) + 0.75 Attic Floor: Lumber Increase=1,15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-34, 8-13=-33, 14-17=-125(F=-105), 12-14=-20, 6-29=-87, 8-29=-65 30) 6th Dead + 0.75 Snow (Unbal. Right) + 0.75 Attic Floor: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105),1-6=-34, 8-10=-93, 10-13=-65, 14-17=-125(F=-105), 12-14=-20, 6-8=-33 39) 15th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=44, 8-12=-25, 12-13=-21, 14-17=-125(F=-105), 12-14=-20, 6-8=-88 Horz: 1-6=11, 8-12=8, 12-13=13, 6-7=-21, 7-8=21 40) 16th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-25=-76, 6-25=-120, 8-27=-101, 12-27=-57, 12-13=-52, 14-17=-125(F=-105), 12-14=-20, 6-8=-12 Horz: 1-6=11, 8-12=8, 12-13=13, 6-7=-21, 7-8=21 41) 17th Unbal,Dead + 0,75 Snow (unbal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1,60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20,18-19=-125(F=-105),1-6=-25. 8-12=-44, 12-13=-40, 14-17=-125(F=-105), 12-14=-20, 6-8=-88 Horz: 1-6=-8, 8-12=-11, 12-13=-6, 6-7=-21, 7-8=21 42) 18th Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right) + Parallel: Lumber Increase=1.60, Plate Increase=1.60 Continued on page 3 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not TRENCOa truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckring of Individual truss web and/or chord members only. Additional temporary and permanent bracing ! Mi T4 Alliiialo Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPlt Quail fy Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty P y 00_MidAtlantic E8993520 ORDERS EA -11152 HIPS 1 1 Job Reference o tional 7.530 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 14 14:25:00 2015 Page 3 NVR, ID:Oi4O4hKr74Gy9KiHvJ W RGMzroF I-Hoin2tYnv6QJ I W GBgg EhGwaD4tuhpH8ytYNQpCydIK' LOAD CASE(S) Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-25=-57, 6-25=-101, 8-27=-120, 12-27=-76, 12-13=-71, 14-17=-125(F=-105), 12-14=-20, 6-8=-12 Horz: 1-6=-8, 8-12=-11, 12-13=-6, 6-7=-21, 7-8=21 43) 19th Unbal.Dead + 0.75 Snow (unbal.)+ 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int)1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20,18-19=-125(F=-105),1-6=-12, 8-12=-25,12-13=-21, 14-17=-125(F=-105),12-14=-20, 6-8=-101 Horz: 1-6=-21, 8-12=8,12-13=13, 6-7=-8, 7-8=8 44) 20th Unbai.Dead + 0.75 Snow (unbal.)+ 0.75 Attic Floor+ 0.75(0.6 MWFRS Wind (Neg. Int)1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20,18-19=-125(F=-105),1-25=-44, 6-25=-88, 8-27=-101, 12-27=-57,12-13=-52,14-17=-126(F=-105),12-14=-20, 6-8=-25 Horz: 1-6=-21, 8-12=8,12-13=13, 6-7=-8, 7-8=8 45) 21st Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Attic Floor + 0.75(0.6 MW FRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-19=-20, 18-19=-125(F=-105), 1-6=-25, 8-12=-12, 12-13=-8, 14-17=-125(F=-105), 12-14=-20, 6-8=-101 Horz: 1-6=-8, 8-12=21, 12-13=25, 6-7=-8, 7-8=8 46) 22nd Unbal.Dead + 0.75 Snow (unbal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1,60 Uniform Loads (plf) Vert: 1-19=-20,18-19=-125(F=-105),1-25=-57, 6-25=-101, 8-27=-88, 12-27=-44, 12-13=-40, 14-17=-125(F=-105), 12-14=-20, 6-8=-25 Horz: 1-6=-8, 8-12=21, 12-13=25, 6-7=-8, 7-8=8 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE.ENGI NEE Ri NG 13YDesign valid for use only with Mire& connectors. This design is based only upon parameters shown, and is for an individual building component, not TREM"a a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A f.li 1,-k Aflilialn Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, D5B-89 and BC51 Building Component 818 Soundside Road Salety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 E8993521 EA -11163 SHIPS 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 14 14:25:02 2015 Page 1 ID:01404hKr74Gy9KiHvJ W RGMzroF I-EOpYTZa 1 Rkg 1_gPaH5GALLfZxg UKH8wFLssXt4ydiK? 2 11 12 5 11 12 , 11 8-0 18 3-10 22-1-7 27 4-0 31-4-0 38-0-0 38-11 4 2-11.12 1 311 1 5--8- 4--3- 0 22-1-7 5-2.9 4 0 0 6 8 0 0 11 4 Scale = 1:76.5 8x8 = 4x4 = 8x8 = 8 7 8 28 8.00 F12 6x8 6x8 9 8x8 5 8x8 4 22 20 21 10 6x8 8x8 27 3x4 11 44 11 44 11 29 283 11 3x8 4xB ii 3 24 12 2 30 25 1 8x12 �i 19 18 17 16 15 6x8 = 34 11 8x8 = 8x8 = 10x12 = 10x12 = 13 _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TC 0.96 Vert(LL) -0.49 15-17 >926 360 MT20 137/130 (Roof Snow --30.0) Lumber DOL 1.15 BC 0,89 Vert(CT) -0.66 15-17 >687 240 TCDL 10.0 BCLL 0.0 ' Rep Stress Incr YES WB 1.00 (Matrix) Horz(CT) Wind(LL) 0.06 13 n/a n/a 0.16 15-17 >999 240 Weight: 366 Ib FT = 5% BCDL 10.0 Code IRC2015/TPI2014 LUMBER- TOP CHORD 2x8 SP No.2 *Except` BRACING - TOP CHORD Structural wood sheathing directly applied. 11-14,8-11: 2x8 SP 225OF 1.9E, 6-8:2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-10-10 oc bracing. Except: BOT CHORD 2x10 SP No.1 D `Except' 10-0-0 oc bracing: 13-15 1-18: 1.5 X 9.25 Master -Plank LVL 1. WEBS 1 Row at midpt 9-21 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except' JOINTS 1 Brace at Jt(s): 20, 21, 22 4-17,10-15: 2x4 SP No.2 or 2x4 SPF No.2 REACTIONS. (Ib/size) 1=1968/0-3-8,13=2036/0-3-8 Max Hort 1=-279(LC 10) Max Upliftl =-1 18(LC 12), 13=-130(LC 13) Max Grav 1=2627(LC 40), 13=2714(LC 42) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-25=-4375/354, 2-25=-4176/376, 2-3=-4007/301, 3-26=-3857/314, 26-27=-3772/321, 4-27=-3704/331, 4-5=-3315/395, 5-6=-772/172, 8-28=-702/212, 9-28=-750/195, 9-10=-3281/384, 10-29=-3826/342, 11-29=-3947/328, 11-12=-4046/320, 12-30=-4222/354,13-30=-4492/331, 13-14=0131, 6-7=-831/228, 7-8=-517/443 BOT CHORD 1-19=-273/3848, 18-19=-274/3847, 17-18=-274/3847, 16-17=-10/3035, 15-16=-10/3035, 13-15=-170/3618 WEBS 5-22=-3260/307, 20-22=-3244/307, 20-21=-3165/262, 9-21=-3408/308, 17-23=0/1429, 4-23=0/1153, 2-17=-1020/356, 12-15=-1020/296, 7-20=-227/108, 7-21=-457/151, 15-24=0/1535, 10-24=0/1319, 6-22=0/175, 8-21=-65/404, 6-20=-164/419, 5-23=-56/507, 9-24=-46/392, 2-19=-454/236 JOINT STRESS INDEX�``\\ I 1=0.49,2=0.36,3=0.25,4=0.31,5=0.89,6=0.25,7=0.38,8=0.19,9=0.89,10=0.33,11=0.40,12=0.20,13=0.74,15=0.48,16= V6�19= 0.22, 20 = 0.38, 21 = 0.38, 22 = 0.26, 23 = 0.00 and 24 = 0.00 y T� � Q`Pr'&\ST�A'''• NOTES- (13-14)% r 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS Q S� (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for _ PE 10707787 reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 = — 3) Unbalanced snow loads have been considered for this design. = • • 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs '0 .•� STATE OF Q non -concurrent with other live loads. 5) Provide adequate drainage to prevent water ponding. '•:�ND•'� 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with an other live loads. i�O,(\I ANP 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will flt between the bottom chord and any other members. // /////// S70NAL8) Ceiling dead ��\\\\\ 9) Bottom chord olive load (40.0 psf) andeaddit additional bottom chord dead ad (0.0 psf) applied only to room. 15-17 /111 j111I I I I i 1111\ 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 118 Ib uplift at joint 1 and 130 Ib uplift at January 21,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ErJGf rJEEnI NG BY Design valid for use only with MfTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not TRENCOa truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members any. Additional temporary and permanent bracing 4I:ll lr,h Affilia 1. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 818 Soudside fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPil Quality Criteria, DSB-89 and SCSI Building Component Edentonn NC 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Jo Truss Truss Type Qty Ply 00_Mr0Atlangc E8993521 J ORDERS EA -11153 HIPS 1 1 Job Referen ceo tional 7.630 .."JI 28 2015 Mi Tek Industries, Inc. Mon Sep 14 14:25:02 2015 Page 2 NVR. I n•nlen4hKr74Gv9KiHvJ W RGMzroFI-EOpYTZa1 Rkg 1_gPaH5GALLfZxg UKH8wFLssXt4ydiK, NOTES- (13-14) 11) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Attic room checked for L/360 deflection. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 14) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ENGINg"Co By A WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 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, not 77 a trusssystem. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overallbuilding design. Bracing Indicated Is to prevent buckring of Individual truss web and/or chord members only. Additional temporary and permanent bracing ,l: AlliliM,, Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the818 Soudside fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component EdentonnNC 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Truss QPy _MidAantc ob E8993522 ORS 4 HIPS 1 1 Job Referenceo t onai 7.630 S."', — 2015 MiTek Industries, Inc. Mon Sep 14 14:25:04 2015 Page 1 NVR, ID:01404hKr74Gy9KiHvJW RGMzroFI-AnxltFcHyLxIE7ZYOWJeQmkw5UB8fApYoALdxzydlJz 5-5.15 10-9-9 16-1-221-10-14 27-2-7 32-6-1 5 5 15 0.11.4 9.1 5.5.15 5-3-9 5.3.9 5.2 5.3-9 5.3.9 Scale = 1:78.8 5x6 = 5x6 = 6 20 5x6 = 8x8 = 8x8 = 5x10 = 5x10 = 4x6 114x8 4x6 II 4x6 II LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 360 PLATES GRIP MT20 197/144 TCLL 30.0 (Roof Snow --30.0) Plate Grip DOL 1.15 1.15 TC 0.92 BC 0.81 Vert(LL) -0.4412-13 >999 Vert(CT) -0.53 12-13 >853 240 TCDL 10.0 * Lumber DOL Rep Stress Incr YES WB 0.47 Horz(CT) 0.09 10 nla n/a 0.22 12-13 >999 240 Weight: 271 Ib FT = 5% BCLL 0.0 Code IRC2015fTP12014 (Matrix) Wind(LL) LUMBER - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* 5-6: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 *Except* 12-14,14-16: 2x6 SP No.1 D, 13-15: 2x10 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=1884/0-3-8, 10=1973/0-3-8 Max Horz 1=-283(LC 8) Max Upliftl=-162(LC 12), 10=-186(LC 13) Max Grav 1=2498(LC 31), 10=2587(LC 31) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 1 Row at midpt 4-15,7-13 FORCES. (lb) - Maximum Compression/Maximum Tension .3305/479, TOP CHORD 5-67-2102/43996 207-2479/485, 7-20=-2886/482, 7-281=-3299/472, 8-211=-3477/453, 8-99-3674/043999 229-3733/4425 10-22=-3993/423, 10-11=0/37 BOT CHORD 1-16=-321/3181, 16-23=-149/2709, 23-24=-149/2709, 15-24=-149/2709, 15-25=-14/2080, 14-25=-13/2088, 14-26=-7/2098 13-26=-7/2091, 13-27=-126/2704, 27-28=-126/2704, 12-28=-126/2704, 10-12=-248/3170 WEBS 2-16=-480/202, 4-16=-154/625, 4-15=-991/319, 7-13=-995/306, 7-12=-134/645, 9-12=-467/193, 5-15=-123/1100, 6-13=-114/1062 JOINT STRESS INDEX 1 =0.75,2=0.26,3=0.60,4=0.74,5=0.68,6=0.64,7=0.71,8=0.57,9=0.26, 10=0.88, 12=0.62, 13=0.79, 14=0.90, 14=0.91 16 = 0.62 NOTES- (10-11) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 _6-0 tall by 2-0 0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 162 Ib uplift at Joint 1 and 186 Ib uplift at Joint 10. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ,—Z 04 WOO tZ 14=0\all and sslilll \\ �e.PQ�G\ST6* Q PE10707787 _ STATE OF �:�'OT�''•�ND I ANP'' N /S'S i 0 AII I 1EC\0�\\\ January 21,2016 Continued on page 2 ENGIIJEE FIFlC, DY A WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE. TRENSIM10 Design valid for use only with MIT&D connectors. This design is based only upon parameters shown, and is for an Individual building component, nota truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overallbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ;, f.fi tr,k Allilia In Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the818 SoundsIde fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quallty Criteria, DSB•89 and BCSI Bullding Component Edenton, NC 27932d Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. E8993522 ORDERS IEA -11154 (HIPS 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x0,78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING -Verify design Paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 1010312015 BEFORE USE. E NCI NEE RI f1G BY Design valid for use only with MfTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, notTREKCO a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A fdi lok Atfili.il,, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB•89 and BCSI Building Component 818 SoundsIde NC 279Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. E8993523 ORDERS I EA -11166 I HIPS 5-5-15 10-9-9 16-1-2 21-10-14 27-2-7 32-6-1 38-0-0 3 -11 4 5-3.9 5-9.12 5-3.9 5.3.9 5.5.15 -11- 5-5.15 5-3.9 Scale = 1:71.3 5x6 �, 5x6 = 6 20 5x6 = 3x8 = 3x6 = 44 = LOADING(psf) SPACING- 2-0-0 30.0 CSI. 1.00 DEFL. Vert(LL) in (loc) I/defl Ud PLATES GRIP -0.28 15-16 >999 360 MT20 197/144 TCLL Plate Grip DOL 1.15 (Roof Snow --30-0) Lumber DOL 1.15 TC BC 0.93 Vert(CT) -0,43 15-16 >999 240 TCDL 10.0 Rep Stress Incr YES BCLL 0,0 WB 0.50 (Matrix) Horc(CT) Wind(LL) 0.15 10 n/a n/a 0.07 15 >999 240 Weight: 226 ib FT = 5% Code IRC2015/TP12014 BCDL 10.0 - LUMBER -BRACING TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except` TOP CHORD CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing. 5-6: 2x4 SP No.1, 1-3: 2x4 SP No.2D BOT WEBS 1 Row at midpt 4-15,6-15,7-13 BOT CHORD 2x4 SP No.21D WEBS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud REACTIONS. (Ib/size) 1=1884/0-3-8, 10=1973/0-3-8 Max Horz 1=-285(LC 8) Max Upliftl=-161(LC 12), 10=-186(LC 13) Max Grav 1=2498(LC 31), 10=2587(LC 31) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 5-6=-2082/43116 20= -2339/46517 -20=-2749/462,7-218=-3282/473,8-281=-3459/455,8-99-3656/441,}9 229-3696/4361 10-22=-3960/417, 10-11=0/32 BOT CHORD 1-16=-308/3137, 16-23=-165/2675, 23-24=-165/2675, 15-24=-165/2675, 15-25=0/2078, 14-25=0/2078, 13-14=0/2078, 13-26=-128/2673, 26-27=-128/2673, 12-27=-128/2673, 10-12=-245/3124 WEBS 2-16=-449/208, 4-16=-73/638, 4-15=-1020/257, 5.15=-102/959, 6-15=-266/286, 6-13=-132/1052, 7-13=-1017/257, 7-12=-71/621, 9-12=-437/201 JOINT STRESS INDEX 1=0.69,1=0.00,2=0.26,3=0.64,4=0.71,5=0.84,6=0.73,7=0.71,8=0.60,9=0.26,10=0.75,10=0.00,12=0.77,13=0.73, NOTES- (10-11) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat.][; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 2-0 0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 161 Ib uplift at joint 1 and 186 Ib uplift at joint 10. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \\111111 I I �Z� 14 0 \\\ C' ,,....•., �% Oji _ PE10707787 STATE OF r��Q ' 0 ., p .�� -.ND I AN A�� \\\\ SS ONAi IE�11���\\ January 21,2016 Continued on page 2 ENGINNO G BY AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall g A Mi Ld; Allllialo building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Addliionau dance re and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the818 Soudside fabrication, storage, defvery, erection and bracing of trusses and truss systems, seeANSI/rPll Quality Criteria, DSB•89 and BCSI Building Component EdentonnNC 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. JOb Truss Truss Type Qty P y 00_MidAtlanOc E8993523 ORDERS EA•11158 HIPS 1 1 Job Reference o tional 7.(j30 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 14 14:25:05 2015 Page 2 NVR, ID:Oi4O4hKr74Gy9KiHvJ W RGMzroFl-ezVg5bcvjf3crH89yEgtz_H4auU RUdYh 1 g5BT PydlJy 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph, A WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE.NGINEERi NG By Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not TERE14CO a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i61i h,k i flili.ilo is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB•89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss s Type Qty Ply oo_MidA6antc (loc) I/defl Ud PLATES GRIP TCLL 30.0 E8993568 ORDERS EA -11158 JCIMN 1 Z Job Reference (optional) NVR, 1.00v 5 Jul Za Lula MI I eK muusmes, IIID. IW a.p 14 i4,zo.00 zviu F.W. i ID:01404hKr74Gy9KiHvJ W RGMzroFi-Y_3J Ii7OkZG5oF278vZePrujOkXnDc8JsBTBm LydiGi i 3-8-8 , 7-5-0 3. -i 3.8.8 Scale = 1:29.1 6x8 // 4x12 // 4x12 \\ 6x8 \\ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.60 Vert(LL) -0.03 4-5 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.76 Vert(CT) 0.05 4-5 >999 240 TCDL 10.0 Rep Stress Incr NO WB 0.88 Horz(CT) 0.01 3 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 (Matrix) Wind(LL) 0.01 4-5 >999 240 Weight: 105 Ib FT = 5% BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x10 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=5219/0-3-8,3=5820/0-3-8 Max Horz 1=-81(LC 8) Max Uplift1=-174(LC 11), 3=-196(LC 10) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-8=-4647/159, 2-8=-4493/172, 2-9=-4931/187, 3-9=-5084/174 BOT CHORD 1-5=-73/3042, 4-5=-47/2107, 4-6=-81/3334, 6-7=-81/3334, 3-7=-81/3334 WEBS 2-5=-85/3107, 2-4=-121/4075 JOINT STRESS INDEX 1 =0.68,2=0.89,3=0.68,4=0.56 and 5=0.56 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-1-12 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, NOTES- (11-12) 1) 2 -ply truss to be connected together with 10d (0.120'x3") nails as follows: Top chords connected as follows: 2x4 -1 row at 0-9-0 oc. Bottom chords connected as follows: 2x10 - 2 rows staggered at 0-2-0 oc. Webs connected as follows: 2x4 -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 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 4) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 5) Unbalanced snow loads have been considered for this design. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 Ib uplift at joint 1 and 196 Ib uplift at joint 3. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3471 Ib down and 126 Ib up at 5-6-12, and 868 Ib down and 32 Ib up at 6-8-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. Continued on page 2 z4eo�000z.;�< ��II11111111111/� A, LAS / . PE10707787 = STATE OF R 0n\\. SiON AI January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE.NGIN Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall TERE14CO building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i. Kit Tok i,thll00 Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, defvery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job russ Truss Type ty Ply 00_MldAt1ant1c E8993568 ORDERS EA -11158 COMN 1 2 Job Referenceo tfonal 7.830 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 1414:28:33 2015 Page 2 NVK, LOAD CASE(S) Standard 1) Dead + Snow (balanced): Lumber Increase= 1.15, Plate Increase= 1.15 Uniform Loads (plf) Vert: 1-4=-1262(F=-1242), 3-4=-20, 1-2=-80, 2-3=-80 Concentrated Loads (lb) Vert: 6=-3471(F) 7=-868(F) ID:01404hKr74Gy9KiHvJWRGMzroFl-Y 3Jli7OkZG5oF278VZePrujOkXnDc8JsBTBmLydiG1 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not TREjq0 a truss system. Before use, the building designer must verify the appplicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing liliute Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Sonndside NC 279Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 00_MidABantic E8993533 ORDERS EA -11187 HIPS 1 1 Job Reference o tional (Roof Snow=30.0) Lumber DOL 1,15 BC 0.83 Vert(CT) 7 wan ua on —a -Teo- I„d,11fer,c Inc r,Aan Sea 14 14:25:14 2015 Paae 1 NVR, I D:Oi404hKr74Gy9KiHvJ W RGMzroF I-tiY4–gjZcQBKOg Kt_dU_gt9eYW bB5t105km9H OydiJp 11,4 5 5 15 10 9 9 18-1-2 21-10-14 27-2-7 32-6-1 38-0-0 38-11x4 0.1 1.4 5.5.15 5.3.9 5.3.9 5-9-12 5-3.9 5.3.9 5.5-15 0-11-4 9 5x6 = 5x6 = 20 6 7 21 8x8 = 5x10 = 5x10 = 4x6 114x8 4x6 II 4x8 11 8x8 = IN0 0 Scale = 1:79.5 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.4413-14 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1,15 BC 0.83 Vert(CT) -0.53 13-14 >855 240 TCDL 10.0 Rep Stress Incr YES WB 0.47 Horz(CT) 0.08 11 n/a Na BCLL 0.0 * Code IRC2015ITP12014 (Matrix) Wind(LL) 0.21 13-14 >999 240 Weight: 272 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 6-7: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP No.1 D *Except* WEBS 1 Row at midpt 5-16.8-14 14-16: 2x10 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 2=1972/0-3-8,11=1972/0-3-8 Max Horz 2=-288(LC 10) Max Uplift2=-186(LC 12), 11=-186(LC 13) Max Grav2=2586(LC 31), 11=2586(LC 31) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-18=-3983/424, 3-18=-3723/442, 3-4=-3664/440, 4-19=-3466/454, 5-19=-3289/472, 5-20=-2958/477, 6-20=-2611/493, 6-7=-2101/437, 7-21=-2536/483, 8-21=-2884/467, 8-22=-3293/470, 9-22=-3471/452, 9-10=-3668/438, 10-23=-3727/440, 11-23=-3986/422, 11-12=0/37 BOT CHORD 2-17=-315/3161, 17-24=-149/2704, 24-25=-149/2704, 16-25=-149/2704, 16-26=-13/2079, 15-26=-12/2086, 15-27=-5/2097 14-27=-6/2089, 14-28=-125/2700, 28-29=-125/2700, 13-29=-125/2700, 11-13=-246/3164 WEBS 3-17=-467/192, 5-17=-154/617, 5-16=-983/322, 8-14=-994/308, 8-13=-137/644, 10-13=-465/192, 6-16=-122/1100, 7-14=-113/1062 ` ,/ JOINT STRESS 1NDEX 0.226, 4 = 0.57, 5 = 0.73, 6 = 0.68, 7 = 0.64, 8 = 0.72, 9 = 0.57, 10 = 0.26, 11 = 0.87, 13 = 0.62, 14 = 0.79, 15 = 0.88, 15 = 0.91, 15 = O�i�Q�\1,5I�y0I80A 16 �, p2l and 17 = 0.61P\`�n...L„ Ssi� NOTES- (10-11) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS '• i (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 PE 10707787 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 psf on overhangs • • non -concurrent with other live loads. 'b STATE OF Q 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. % 0" ,•• P •; 7) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will iT % D AN,.• �� fit between the bottom chord and any other members, with BCDL = 10.Opsf. // �s NAI-E� 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 Ib uplift atjoint 2 and 186 Ib uplift at /// S70 joint 11. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. January 21,2016 Cnntinued on pace 2 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.NGINEERING BY Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall TREEDICO building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A fat Tok Aflilialn is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Jo Truss Truss ype Qty Py 00_MIdAtlanUc E8993533 ORDERS EA -11187 HIPS 1 1 Job Reference o tional 7 — a iia va gnu nnlrat inn—THRa. Inc. Mon Seo 14 14:25:14 2015 Paae 2 NVR, I D:OI404hKr74Gy9KIHVJ W RGMzroFl-tiY4_gjZcOBKQg Kt_dU_gt9eYW b85iI05km9HOydiJ p 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ,& WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev. 10/03/2015 BEFORE USE. ENGI NEERI NG BY Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not THENCOa truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord member only. Additional temporary and permanent bracing A Mi Tnk Allili.ilF, Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB•89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss ype Qty P y 00_MtdAt1anvc E8993534 ORDERS EA -11168 HIPS 1 1 Job Reference MiTek o tional 7.830 s Jul 28 2015 Intlustries, Inc. Mon Sep 14 14:25:16 2015 Page 1 NVR, ID -Oi404hKr74Gv9KIHvJ W RGMzroF I-p5fgPLlp81 R2gzUG51 W SwIEzFKEVZbhJZ2FGMGydi, 11 5.5.15 10-9-9 18-1-2 21-10-14 27-2-7 32-8-1 38-u u s -i 0-11- 5-5.15 5.3.9 5.3.9 5.9.12 5.3.9 5.3.9 5.5.15 0-11 4 Scale = 1:75.6 5x8 = 5x7 = 7 21 oxo — 3x6 =5x7 5x7 = 3x8 = 44 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 360 PLATES MT20 GRIP 197/144 TCLL 30,0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.28 13-14 >999 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.97 Vert(CT) -0.43 13-14 >999 240 TCDL 10.0 0.0 ' Rep Stress Incr YES WB 0.47 Horz(CT) Wind(LL) 0.16 11 n/a n/a 0.08 16 >999 240 Weight: 222 Ib FT = 5% BCLL Code IRC2015/TP12014 (Matrix) BCDL 10.0 BRACING - LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 6-7: 2x6 SP No.2 BOT 10-0-0 oc bracing: 14-16. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* WEBS 1 Row at midpt 5-16,7-16,8-14 2-17,11-13: 2x4 SP No.2D WEBS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Left: 2x4 SP or SPF N0.3 or Stud, Right: 2x4 SP or SPF N0.3 or Stud REACTIONS. (Ib/size) 2=1972/0-3-8,11=1972/0-3-8 Max Horz2=288(LC 11) Max Uplift2=-186(LC 12), 11=-186(LC 13) Max Grav2=2586(LC 31), 11=2586(LC 31) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-18=-3955/417, 3-18=-3691/436, 3-4=-3640/437, 4-19=-3441/451, 5-19=-3266/469, 5-20=-2746/447, 6-20=-2398/463, 6-7=-2089/431, 7-21=-2397/463, 8-21=-2745/447, 8-22=-3266/469, 9-22=-3442/451, 9-10=-3640/437, 10-23=-3692/436, 11-23=-3955/417, 11-12=0/32 BOT CHORD 2-17=-303/3121, 17-24=-162/2671, 24-25=-162/2671, 16-25=-162/2671, 15-16=0/2087, 15-26=0/2087, 14-26=0/2087, 14-27=-126/2671, 27-28=-126/2671, 13-28=-126/2671, 11-13=-245/3121 WEBS 3-17=-441/202, 5-17=-68/611, 5-16=-996/252, 6-16=-102/956, 7-16=-284/288, 7-14=-126/1043, 8-14=-999/252, 8-13=-68/611, 10-13=-440/202 JOINT STRESS INDEX 2=0.75,2=0.00,3=0.26,4=0.60,5=0.71,6=0.54,7=0.53,8=0.71,9=0.60, 10=0.26, 11 =0.75, 11 =0.00, 13=0.82, 14=0.72, NOTES- (10-11) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3_6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 186 Ib uplift at joint 2 and 186 Ib uplift at joint 11. 9) "Semi-rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. A. LAS•( i 15 \�.sp\i5 �;A.68,apd` #1 d4 9' PE10707787 STATE OF ,' R OT''• �NDIANP•' ���\ 1111111110\\ 0N AI I0�� 0 January 21,2016 conttnuea on page z ENGINEERING BY A WARNING - verlty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev. 10/0312015 BEFORE USE, TRENCO Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall �, f.1i ted: i�lfilialn building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the818 Soundside fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quallfy Criteria, DSB•89 and BCSI Building Component Edenton, NC 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty PIy 00_MidAllantic A f.ti Bdc Alliliab; is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/iPl1 Quality Crlterla, DSB-89 and BCSI Building Component E8993534 ORDERS EA -11188 HIPS 1 1 Job Reference (optional) NVR, l.li3U S JUI 226 21115 MI I eK industries, Inc. Man Sep 14 14:26:i6 2U1a rage Z ID:Oi 404hKr74Gy9KiHvJ W RGMzroFi-p5fq PLIp81 R2gzUG51 W Swl EzFKEVZbhJZ2FGMGydiJn 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING - Varify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with MITek® connectors. This design is based any upon parameters shown, and is for an Individual building component, not truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall THENCOa building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A f.ti Bdc Alliliab; is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/iPl1 Quality Crlterla, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 ob Truss Truss Type Qty P y 00_MMABanuc E6998009 ORDERS EA -12099 MONO 1 1 Job Reference o tional 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 16 14:38:41 2015 Page 1 NVR, ID:hx7dljBdwCfE_ iIoHQGazdz3U-Dr2hHMBvArWkLilbhcTW5xywYYD?pnSz2TB6Myd1x 0.1 3x4 = Scale =1:13.0 3x4 = 6 Plate Offsets X Y - [2:0-2-7,0-0-01 LOADING (psf) SPACING- 2-0-0 30.0 CSI. DEFL. in Vert(LL) -0.02 (loc) I/defl L/d PLATES GRIP 2-4 >999 360 MT20 197/144 TCLL Plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 1.15 TC 0.44 BC 0,25 Vert(CT) -0.05 2-4 >999 240 TCDL 10.0 Rep Stress Incr YES 0.0 * WB 0.00 Horz(CT) 0.01 Wind(LL) 0.00 6 n/a n/a 4 >999 240 Weight: 16 Ib FT = 5% BCLL Code IRC2015/TP12014 (Matrix) BCDL 10.0 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, except TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 end verticals. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 or 20 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 2=331/0-3-8, 6=197/0-3-8 Max Horz2=76(LC 8) Max Uplift2=-76(LC 8), 6=-40(LC 12) Max Grav2=339(LC 19), 6=215(LC 19) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0120,2-7=-192/22,3-7=-137/32,4-5=0/88,3-5=0/88 BOT CHORD 2-4=-72/130 JOINT STRESS INDEX 2=0.25,3=0.67,4=0.08,5=0.00 and 5=0.00 NOTES- (10-11) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for \``,�`I reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 ♦��\\�� B. LASSO 3) Unbalanced snow loads have been considered for this design. s flat roof load of 30.0 psf on overhangs �,,,•• ♦♦ � 4) This truss has been designed for greater of min roof live load of 16.0 psf or 1.00 time ♦♦ P. non -concurrent with other live loads. �♦♦ �(�,� (GG1ST�R�C`' �� 5) This truss has been designed for a 10.0 psf bottom chord live load om chord In l with any other re loads. Q Q'.• 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0 0 wide will pE 10701181 fit between the bottom chord and any other members. = ; 7) Bearing at joint(s) 6 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 76 Ib uplift at joint 2 and 40 Ib uplift at joint • • 6. : '� STATE OF Q 9) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to Qk••.�!�D I ANP ,; ✓(, ♦� C� ♦♦ a wind speed of 115 mph.•••••••••' 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of �/ (? 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. I 1100 January 21,2016 ENGINEERING By A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. TRE-14CO Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not atruss system. Before use, the building designer must verify the appilcabllity of design parameters and property Incorporate this design Into the overall 9i� f:1i hd; A1lilial�� building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the818 SoundsIde fabrication, storage, derivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Qualify CrNerla, DSB•B9 and BCSI Building Component Edenton, NC 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Typa Qty P y 00_MidAUantic E8998016 ORDERS EA -12100 MONO 1 1 Job Reference o tional 7.630 s Jul 28 2015 MiTek Industries, Inc. Wed Sep 18 14:42:52 2015 Pagel NVR, ID:hx7dlj BdwCfE_tXj IoHOGazdz3U-N7jazllaolTvLvO?ovcKBOgpwkBrJ LwOhcmzPJyd 1 tF 1-4 6.0.0 5x8 = 3x4 = 3x4 = 0? d Scale = 1:15.8 Plate Offsets X Y - [2:0-2-7.0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) -0.05 2-4 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.38 Vert(CT) -0.10 2-4 >658 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.01 6 n/a n/a BCLL 0.0 Code IRC2016ITP12014 (Matrix) Wind(LL) 0.00 4 >999 240 Weight: 19 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 or 2x4 SPF No,2 end verticals. WEBS 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 2=380/0-3-8,6=249/0-3-8 Max Horz2=89(LC 8) Max Uplift2=-81(LC 8), 6=-51 (LC 12) Max Grav2=392(LC 19), 6=276(LC 19) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/20,2-7=-240/28,3-7=-172/41,4-5=0/108,3-5=0/108 BOT CHORD 2-4=-90/166 JOINT STRESS INDEX 2=0.29,3=0.90,4=0.10,5=0.00 and 5=0.00 NOTES- (10-11) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. ll; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for \\\\\11j reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 1R' LASS 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 1.00 times flat roof load of 30.0 psf on overhangs �� n,P.\�' �..•••••.. �% �i� non -concurrent with other live loads. ��\ �Q �IST�R'•, �,c� �i 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �(. FO•,� r 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Q fit between the bottom chord and any other members.- PE 10707787 7) Bearing at joint(s) 6 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 81 Ib uplift at joint 2 and 51 Ib uplift at joint • • 6.9) Seml-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9 •'. STATE OF 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0,78 will adjust wind uplift reaction to �/ ��'•, ��Np I ANP .'' (` �� a wind speed of 115 mph. \ 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of /,j�� FS •'"""'� N(j� \���\ 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph.7jyy�/S/QNAI I�\`\\\�� January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE, ENGINEERING BY Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall TRENCO building design. Bracing indicated is to prevent buckring of individual truss web and/or chord members only. Additional temporary and permanent bracing A MI 14 Alllli.rlo is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MIcABanuc E8998017 ORDERS EA -12104 SPEC 1 1 Job Reference o tion 11 7.630 s JuI 28 2015 MiTek Industries, Inc. Wed Sep 16 14:42:53 2015 Page 1 NVR, ID:NJx9RHu1Dl LxywTUncfOyzlyJu-rJHyA5mCZbbmz3zBMc7ZjEM2z8Zh2j1YvFWWylyd1t -0-11 4 4-3-15 1218.01 0.11.4 4-3.15 28'10 3x4 11 LOADING(psf) SPACING- 2-0.0 CSI. DEFL, in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.34 Vert(LL) -0.02 6 >999 360 (Roof Snow --'30.0) Lumber DOL 1.15 BC 0.21 Vert(CT) -0.05 6-7 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.33 Horz(CT) 0.01 5 6 n/a >999 n/a 240 BCLL 0.0 ' Code IRC2015/TPI2014 (Matrix) Wind(LL) 0.01 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SP NO.2 or 20 SPF No.2 BOT CHORD WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 7=429/0-3-8, 5=328/0-1-8 Max Horz7=108(LC 8) Max Uplift7=-73(LC 8), 5=-78(LC 12) Max Grav7=444(LC 19), 5=371 (LC 19) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 2-7=-402/213, 1-2=0/27, 2-8=-853/266, 3-8=-771/274, 3-4=-49/16, 4-5=-75/34 BOT CHORD 6-7=-166/53,5-6=-334/731 WEBS 3-6=-36/188, 2-6=-190/766, 3-5=-780/356 JOINT STRESS INDEX 2=0.38,3=0.31,4=0.03,5=0.32,6=0.23 and 7=0.16 Scale = 1:20.8 N Q N p PLATES GRIP MT20 197/144 Weight: 31 Ib FT = 5% Structural wood sheathing directly applied or 5-8-5 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (11-12) 1 ) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MW FRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 7, 5 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 at joint(s) 5. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 Ib uplift at joint 7 and 78 Ib uplift at joint 5. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. AWARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandda, VA 22314. `\1111111 III11// R. LAS PE10707787 STATE OF Ok i1�O`\\\\�\ January 21,2016 TRENCO ) 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type Qty P y E8928281 ORDERS EA•12105 SPEC 1 1 Job Reference o tional 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Aug 10 14:38:43 2015 Page 1 NVR, In•N.IxgRHu1DI LXvwTUncfOYZIvJU-MP39Tm1zLt whOWIH_xUP0Eo6spArxr10Mdh1dypEPA 13-2-13 20-0.0 zu-1 l-4 0-11 4 7'5'2 6.9-3 0.11-4 0.11-4 7.5•Z 5.9.11 Scale = 1:36.5 4x6 = A on Fi-q 3 ., ,.,. I- n 3x4 11 Plate Offsets X Y-- f2:0-5-2.0-2-01.13:0-MQ-2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0.15 7 >999 360 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.90 Vert(CT) -0.27 5-7 >884 240 TCDL 10.0 Rep Stress Incr YES WB 0.92 Horz(CT) 0.06 5 n/a n/a BCLL 0.0 * Code IRC2015/TPI2014 (Matrix) Wind(LL) 0.09 7 >999 240 LUMBER - TOP CHORD 2x4 SP No.1 *Except* 3-6: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 2-10: 2x6 SP No.2 REACTIONS. (Ib/size) 10=1075/0-3-8,6=1068/0-3-8 Max Horz 10=-73(LC 13) Max Uplift10=-144(LC 8), 5=-179(LC 9) PLATES GRIP MT20 197/144 Weight: 79 Ib FT = 6% BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-10-5 oc bracing. FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/30, 2-11=-1580/292, 3-11=-1476/316, 3-12=-1443/323, 4-12=-1505/307, 4-5=-2623/512, 5-6=0/5, 2-10=-1004/303 BOT CHORD 9-10=-163/620, 8-9=-438/2463, 7-8=-438/2463, 5-7=-438/2463 WEBS 3-9=0/392, 4-9=-1197/266, 4-7=0/255, 2-9=-69/1000 JOINT STRESS INDEX 2=0.92,3=0.47,4=0.60,5=0.74,7=0.26,8=0.96,9=0.67 and 10=0.66 NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 20.0 psf or 1.00 times flat roof load of 30.0 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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 144 Ib uplift at joint 10 and 179 Ib uplift at joint 5, 8) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. I� 0 \ \111111 o B. LASS Q�OISTER. PE10707787 STATE OF Q �'. Ox, '•�NDIANP•' ss'ONAI 1O11�\\\\ January 21,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ENGINES WING 13Y�RENC0 Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A Mi ltd, ANIiatr, Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 818 SounNC 27932 Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edent, NVR, ID:NJ x9RHul pi_LxywTU ncfOyzlyJu-J W rKNRngKvjdaDYNvKfoGRv53XscnCBh8vF4U Cyd 1 tF -0-11 4 1-11-8 5-0-14 7-0-0 0-11.4 1.11.8 3.1.6 1-11.2 3x4 11 19 Scale = 1:20.8 LOADING (psf) Truss Truss Type City Ply 00MidAtlantic I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 E8998018 FORDERS EA -12108 MONO 1 1 Job Reference (option P i non 4 = -Y V i ftc Inn Wars Con 1A 1d•d9•Fd gni r, Pana 1 NVR, ID:NJ x9RHul pi_LxywTU ncfOyzlyJu-J W rKNRngKvjdaDYNvKfoGRv53XscnCBh8vF4U Cyd 1 tF -0-11 4 1-11-8 5-0-14 7-0-0 0-11.4 1.11.8 3.1.6 1-11.2 3x4 11 19 Scale = 1:20.8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.89 Vert(LL) -0.11 3-6 >765 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.43 Vert(CT) -0.18 3-6 >449 240 TCDL 10.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.15 6 n/a n/a BCLL 0.0 * Code IRC2015/TP12014 (Matrix) Wind(LL) 0.09 3 >853 240 Weight: 27 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SP No.2D *Except* 3-7: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 8=429/0-3-8,6=328/0-1-8 Max Horz8=108(LC 8) Max Uplift8=-74(LC 8), 6=-77(LC 12) Max Grav8=444(LC 19), 6=371(LC 19) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27, 2-3=-135/0, 3-9=-589/195, 4-9=-550/206, 4-5=-82/0, 5-6=-12/28, 2-8=-461/209 BOT CHORD 7-8=-27/21,3-7=-51/57,3-6=-276/564 WEBS 4-6=-604/311 JOINT STRESS INDEX 2=0.41,3=0.65,3=0.02,4=0.23,5=0.02,6=0.53,7=0.25 and 8=0.47 Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (11-12) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing atjoint(s) 6 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 6. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 74 ib uplift at joint 8 and 77 ib uplift at joint 6. 10) 'Semi-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. \11111111 III 4; A, LAS PE10707787 STATE OF Q T b Q A N\\� SiONAi Ie\\`�\ January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall TRE14CO building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members any. Additional temporary and permanent bracing i. Mi To@ Altilialo is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlanBc (loc) I/deft Ud PLATES GRIP TCLL 30.0 E8998019 ORDERS EA -12109 MONO 1 1 >669 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 Job Reference (optional) NVK, I.- s- ao cu,o rvn on uwuouma,!I- ....��..w yam, I D:NJx9RH ul pl_LxywTUncfOyzlyJu-J W rKNRngKvjdaDYNvKfoGRv81 Xr1 nEPh8vF4UCyd 1 IF 0.11 4 1.11.8 6-0-0 0.11-4 1.11.8 4.0.8 3x4 11 Scale =1:19.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.70 Vert(LL) -0.10 3 >669 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.46 Vert(CT) -0.16 3-5 >419 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.13 5 n/a n/a BOLL 1nn 0,0 ' Code IRC2015/TP12014 (Matrix) Wind(LL) 0.09 3 >771 240 Weight: 19 Ib FT = 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 `Except' 3-6: 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 7=380/0-3-8, 5=277/0-1-8 Max Horz7=95(LC 8) Max Uplift7=-69(LC 8), 5=-67(LC 12) Max Grav7=392(LC 19), 5=309(LC 19) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/27, 2-3=-111/0, 3-8=-161/6, 4-8=-137/18, 4-5=-213/121, 2-7=-400/192 BOT CHORD 6-7=-21/16,3-6=-41150,3-5=-59/130 JOINT STRESS INDEX Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 2=0.30,3=0.56,3=0.02,4=0.68,5=0.52,6=0.24 and 7=0.47 NOTES- (11-12) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 \\\\111111 1///// 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 �\,L S R �A 4) This tloadslanced snow e truss as been for greater of min en considered froof live to ddesign.this OR. 16.0 psf or 1.00 times flat roof load of 30.0 psf on overhangs \\`` P,` �..•••••.,S�� non -concurrent with other live loads. ��\ �Q` ; ''�y�STER'•, �,9 ��i 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will : Q' fit between the bottom chord and any other members. PE 10707187 7) Bearing at joint(s) 5 considers parallel to grain value using ANSIffPI 1 angle to grain formula. Building designer should verify capacity = -_ of bearing surface. - 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5, 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 69 Ib uplift at joint 7 and 67 Ib uplift at joint '0 STATE OF Q 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. �� •.•• P (`� \� 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to i� T •,ND AN,,•' �� a wind speed of 115 mph. -10 twind reaction mph (gust)mph. orexceeds IRC2012 nominalwind spee12) eignchecedfor Sd of /// ///�/SS/p••N" A"I• r x 0.78 will adjust uplft o a wind sped of / II I\`�� January 21,2016 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. E NGINE E RI Na By Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not truss Before the building designer must verify the applicability of design and Incorporate this design Into the overall TRENCOa system. use, parameters properly building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A Ivti 6,,k Allilial. is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 E8928293 ORDERS IEA -13396 I COMN 0-11 4 5.2-15 9-11-8 14-8.1 19-11-0 20-1 0-4 0.11.4 5-2.15 4.8.9 4.8.9 5.2-15 U-1 1-4 Scale = 1:36.8 46 = 46 = 3x4 = 3x6 = oxv - I4. A WARNING - Verifydesign parameters and READ NOTES ON THISANDINCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2016 BEFORE USE.NEERING DY Thr'"ENCO Design valid for use only with MilekO connectors, This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A fdi 1.,k Altilialo Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Qualify Criteria, DSB•89 and BCSI Building Component Edenton, NC 27932818 Soundside d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 TC 0.49 Vert(LL) -0.06 8-10 >999 360 PLATES GRIP MT20 197/144 Plate Grip DOL 1.15 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.56 Vert(CT) -0.14 6-8 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.04 6 n/a n/a BCLL 0.0 * Code IRC2015ITP12014 (Matrix) Wind(LL) 0.04 10 >999 240 Weight: 76 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 2=1068/0-3-8,6=1068/0-3-8 Max Horz2=-93(LC 13) Max Uplift2=-125(LC 12), 6=-125(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-3=-1703/352, 3-11=-1485/337, 4-11=-1389/360, 4-12=-1389/360, 5-12=-1485/337, 5-6=-1703/352, 6-7=0/32 BOT CHORD 2-10=-214/1437, 9-10=-54/960, 8-9=-54/960, 6-8=-214/1437 WEBS 3-10=-421/198, 4-10=-103/586, 4-8=-103/586, 5-8=-421/198 JOINT STRESS INDEX 2=0.43,3=0.26,4=0.53,5=0.26,6=0.43,8=0.57,9=0.37 and 10=0.57 NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 psf on overhangs A• LASS 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. live load 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will \�Oo �. ��� . .•••" '••, �'�, Q' 6) *This truss has been designed for a of \�� fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 125 Ib uplift at joint 2 and 125 Ib uplift at Q� ' joint 6. 8) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. _ PE10707787 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of �Q STATE OF ; Q 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. .* 0 P' i��SS/ON40 0' rllrlllll( January 21,2016 A WARNING - Verifydesign parameters and READ NOTES ON THISANDINCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2016 BEFORE USE.NEERING DY Thr'"ENCO Design valid for use only with MilekO connectors, This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A fdi 1.,k Altilialo Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Qualify Criteria, DSB•89 and BCSI Building Component Edenton, NC 27932818 Soundside d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 00_MidAtIantic E8998362 ORDERS EA -90129 MONO 1 1 Job RefeO rrencenal 7.630 s JUI 28 2015= Industries, Inc. Wed Sep 16 15:22:23 2015 Page 1 NVR, ID,?YX5lf7VN18mKku2rOKC?FyUCJD-SGUvaTSgQnBUIH8hBMfKnOX7NVUfLguOu_dw7Oyd111 Scale =1:8.5 3x4 11 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will \\\\ B. LA //// fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 Ib uplift at joint 1 and 20 Ib uplift at joint 3. \ \ P,•••••••. 7) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. \ (�� !•G1ST�R •' -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 \ P(i FQ'.•� wind speed of 115 mph.' 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 PE 10707787 mph, wind reaction x 0.78 will adjust wind upliftreaction to a wind speed of 90 mph. STATE OF �Q N.r OT•"' /NDIANP�' 9 b N A L E' IIIIIIIII January 21,2016 NGINEEf:ING DY WARNING - Verify design parameters and READ NOTES ON THISANO INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. TRE���0 Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the oppfcobility of design parameters and property Incorporate chis design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A tai lok Afftlia 1. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the818 Soundside fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Qualify Criteria, DSB•89 and BCSI Building Component Edenton, NC 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. SPACING- 2-0-0 CSI. TC 0.11 DEFL. in Vert(LL) -0.00 (loc) I/deft Lid 1 >999 360 PLATES GRIP MT20 197/144 LOADING(psf) TCLL 30.0 (Roof Snow --30.0) Plate Grip DOL 1.15 Lumber DOL 1.15 BC 0.05 Vert(CT) -0.00 1-3 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 0.00 n/a n/a 1 "" 240 Weight: 7 ib FT = 5% BCLL 0.0 Code IRC2015/TP12014 (Matrix) Wind(LL) BCDL 10.0 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-0 or, purlins, except TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud end verticals. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=87/0-3-8, 3=87/0-3-8 Max Horz1=30(LC 12) Max Upliftl=-7(LC 12), 3=-20(LC 12) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-28/22, 2-3=-70/51 BOT CHORD 1-3=0/0 JOINT STRESS INDEX 1 =0.04,2=0.03 and 3=0.02 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will \\\\ B. LA //// fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 Ib uplift at joint 1 and 20 Ib uplift at joint 3. \ \ P,•••••••. 7) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. \ (�� !•G1ST�R •' -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 \ P(i FQ'.•� wind speed of 115 mph.' 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 PE 10707787 mph, wind reaction x 0.78 will adjust wind upliftreaction to a wind speed of 90 mph. STATE OF �Q N.r OT•"' /NDIANP�' 9 b N A L E' IIIIIIIII January 21,2016 NGINEEf:ING DY WARNING - Verify design parameters and READ NOTES ON THISANO INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. TRE���0 Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the oppfcobility of design parameters and property Incorporate chis design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A tai lok Afftlia 1. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the818 Soundside fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Qualify Criteria, DSB•89 and BCSI Building Component Edenton, NC 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. E8999039 EA -94254 SHIPS ID:ud55CUd?_4TAne0UsGMoyayU9Km-XKVecaucKr01prvvlull uer I I uvrVd" Jy 11 5-7-9 11-0-13 16-6.0 21-6-0 26-11-3 32-4-7 38-0-0 3 -11 4 0-11-4 5.7.9 5.5.3 5-5.3 5.0.0 5.5.3 5.5-3 5-7-9 0.11-4 Scale =1:75.6 5x6 = 5x6 = 8.00 12 3x4 = 3x6 = 3x6 3x8 = N I O LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid 360 PLATES MT20 GRIP 197/144 TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.92 BC 0.95 Vert(LL) Vert(CT) -0.30 13-14 >999 -0.45 13-14 >999 240 TCDL 10.0 Lumber DOL 1.15 Rep Stress Incr YES WB 0.53 Horz(CT) 0.15 11 n/a n/a 16 >999 240 Weight: 231 Ib FT = 5% BCLL 0.0 Code IRC2015ITP12014 (Matrix) Wind(LL) 0.08 BCDL 10.0 BRACING- LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 `Except" TOP CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 4-6,7-9: 2x4 SP No.21) BOT CHORD 1 oc bracing: 14-16. BOT CHORD 2x4 SP No.2D WEBS 1 Row at midpt 5-16.6-14,8-14 Row WEBS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Left: 2x4 SP or SPF No.3 or Stud, Right: 2x4 SP or SPF No.3 or Stud REACTIONS. (Ib/size) 2=1972/0-3-8,11=1972/0-3-8 Max Horz2=296(LC 11) Max Uplift2=-188(LC 12), 11=-188(LC 13) Max Grav2=2603(LC 31), 11=2603(LC 31) FORCES. (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1-2=0/32, 2-18=-3987/414, 3-18=-3728/434, 3-19=-3675/434, 4-19=-3438/451, 4-5=-3291/467, 5-20=-2762/446, 6-20=-2472/463, 6-7=-2085/429, 7-21=-2445/458, 8-21=-2735/442, 8-9=-3291/467, 9-22=-3438/450, 10-22=-3675/434, 10-23=-3728/433, 11-23=.3987/414,111-12=0132 BOT CHORD 2-17=-309/3148, 17-24=-166/2695, 24-25=-166/2695, 16-25=-166/2695, 15 16= 13/2082,15-26=-1 3/2082, 14-26=-13/2082, 14-27=-120/2695, 27-28=-120/2695, 13-28=-120/2695, 11-13=-241/3149 WEBS 6-16=-142/1055, 7-14=-112/969, 3-17=-441/206, 5-17=-68/626, 5-16=-1049/263, 6-14=-273/288, 8-14=-1049/263, 8-13=-66/632, 10-13=-441/206 \\�IIII ee�I I I A I11 �:76Q�� 1 >)j60 C' �......... % 41, PE10707787 STATE OF I Q oA,�' ��ND I ANP' • �' IIIIIIIII January 21,2016 JOINT STRESS INDEX 2=0.76,2=0.00,3=0.26,4=0.55,5=0.71,6=0.74,7=0.76,8=0.71,9=0.54,10=0.26,11=0.76,11=0.00,13=0.82,14=0.72, NOTES- (10-11) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 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) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6-0 tall by 2 0 0 wide will fit between the bottom chord and any other members, with BCDL = I O.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 188 Ib uplift at joint 2 and 188 Ib uplift at joint 11. 9) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Continued on page 'L ENGINEERING DY A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2018 BEFORE USE. TRE"90 Designvalid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, nota truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overallbuilding design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing lilialo Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 SounNC 27932 Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty JHly 00_MidAtlantic E8999039 J ORDERS EA -94264 HIPS 1 1 Job Reference o tional 7.830 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 17 13:17:49 2015 Page 2 NVR, ID:ud55CUd? 4TAne0UsGMoyayU9Km-XKVBQDcKFolp7WtdmDembvPpg2bfrlVcuJVLljyck 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speea oT I l o mpn. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. NEERING BY TRENG'ENCO Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall „tai Nd; Atlilial:� building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-69 and BCSI Building Component Edenton, NC 27932818 Soundside 4 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. E8999040 EA -94267 IHIPS ID:ICmEgVfuG7sle513YOVVZcyuuKj-rivtzponaKuarururoovvN.-.—Y-1-1....., 5-7-9 11-0-13 16-6-0 21-6-0 26-11-3 324-7 38-0-0 3 -11 57 9 5-5-3 5-5 4 3 5 0 0 5-5-3 5-5-3 5-7-9 0-11 Scale = 1:75.8 5x6 = 5x6 = 3x4 °xa — 3x6 3x8 = LOADING (psf) 30.0 SPACING- 2-0-0 CSI. DEFL. Vert(LL) in (loc) Ildefl L/d -0.29 12-13 >999 360 PLATES GRIP MT20 197/144 TCLL (Roof Snow --30.0) Plate Grip DOL 1.15 L Lumber DOL 1.15 TC 0.92 BC 0.96 Vert(CT) -0.44 15-16 >999 240 TCDL 10.0 0.0 * Rep Stress YES WB 0.53 Horz(CT) Wind(LL) 0.15 10 n/a n/a 0.07 15 >999 240 Weight: 233 Ib FT=5% BCLL CodetRssIncrTPI2YE (Matrix) BCDL 10.0 BRACING - LUMBER- TOP CHORD Structural wood sheathing directly applied. TOP CHORD 2x4 SP No.2D *Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 5-6,8-11: 2x4 SP No.2 or 2x4 SPF No.2 1 oc bracing: 13-15, BOT CHORD 2x4 SP No.21D WEBS 1 Row at midpt 4-15,6-15,7-13 Row WEBS 2x4 SP No.3 or 2x4 SPF Stud WEDGE Left: 2x4 SP or SPF No.3 or Stud. Right: 2x4 SP or SPF No.3 or Stud REACTIONS. (Ib/size) 1=1884/0-3-8 (min. 0-2-9), 10=1973/0-3.8 (min. 0-2-10) Max Horz 1=-292(LC 8) Max Uplift 1=-164(LC 12), 10=-188(LC 13) Max Grav 1=2515(LC 31), 10=2604(LC 31) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-1 5-6=-2088/43096 20=-2452/846407-20=-2764/44817-8=-3293/469, 8-21=-3421/464, 09 219-3677/43639-229-3730/4359 10-22=-3989/416, 10-11=0/32 BOT CHORD 1-16=-315/3162, 16-23=-167/2699, 23-24=-167/2699, 15-24=-167/2699, 14-15=0/2084, 14-25=0/2084,13-25=0/2084, 13-26=-121/2697, 26-27=-121/2697, 12-27=-121/2697, 10-12=-243/3150 WEBS 5-15=-113/968, 6-13=-142/1055, 2-16=-452/212, 4-16=-69/641, 4-15=-1050/262, 6-15=-267/289, 7-13=-1049/263, 7-12=-68/626, 9-12=-441/206 NOTES- (11-12) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MW FRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 Ib uplift at joint 1 and 188 Ib uplift at joint 10. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7_10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of \\11111111 Illi/ A. LAS STEq� •F PE10707787 -_ ' STATE OF R OT••'• �NDIANP•� • �' 0 N AI IO January 21,2016 ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ericiweertlrx evTRE"40 Design valid for use only with MTekTa� connectors. This design is based any upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing tilialo dance regarding the Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guiis SoundsIde fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Edenton, NC 27932d Safetv Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. EA -94257 lHlPS LOAD CASE(S) Standard ID:ICm E8999040 ENGIItwo I © WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mit-7473 rev. 10/03/2015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall liliab� building design. Bracing indicated Is to prevent buckring of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 SounNC 27932 Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ORDERS IEA -94282 PGBK 2-6.0 3x4 = 3 "Jus s Jul La "10 ID:mP9_ONYzL3V 1 igm82rrO5ywa8h- 3x4 = 3x4 = E8999041 Scale =1:10.5 Plate Offsets (X Y)-- [3.0-2-0 Edael ENGINEERING BY Design vafd for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall TRENCOa LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loo) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.06 Vert(LL) -0.00 4 n/r 120 MT20 197/144 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.15 Vert(CT) -0.00 4 n/r 120 TCDL 10.0 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a Weight: 11 Ib FT = 5% Code IRC2015/TP12014 (Matrix) BCDL 10.0 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=214/3-6-2, 4=214/3-6-2 Max Horz2=38(LC 11) Max Uplift2=-28(LC 12), 4=-28(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/19,2-3=-157/48,3-4=-157/48,4-5=0/19 BOT CHORD 2-4=-9/93 JOINT STRESS INDEX 2=0.18,3=0.02 and 4=0.18 NOTES- (11-12) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 psf on overhangs non -concurrent with other live loads. 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 Ib uplift at joint 2 and 28 Ib uplift at joint 4. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) See Standard Industry Piggyback Truss Connection Detail for Connection to base truss as applicable, or consult qualified building designer. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. \\�III111111 1111///7 \\\� R. LAS PE10707787 - STATE OF ' R T •''•.NDIAN .••' SS' O N A 110 \\\\\\\ January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design vafd for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall TRENCOa building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the A tai Tnk Allili,lo fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 818 Soundside Road Edenton, NC 27932 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss ype Qty Ply 00_MidAtlantic E8999042 ORDERS EA -94284 HIPS 1 1 Job Reference o tional Vert(LL) -0.53 13-14 >853 360 MT20 197/144 7.830 s JUI 28 2015 MiTek Indusbies, Inc. Thu Sep 17 13:17:53 2015 Page 1 NVR, ID:Qi28Yypl C?Vvi5EYodeYbyyU9KW-P61iGNI`rI1 XFc8AP?3iimlZU Pfz7m7?BpxTZQUyckOy 11,4 5 7 9 11 0 13 16 8-0 21-8-0 28.11-3 32-4-7 38-0-0 38-11 4 0.11 4 5.7.9 5.5.3 5.5.3 5.0.0 5.5.3 5-6-3 5 7 9 0-11-4 14 0 5x6 = 5x6 = 8.00 F12 5X6 = - 4x6 11 4x8 11 8x8 = 5x10 = 4x8 = 6x8 = 8x8 = 5x6 11 IRI Scale =1:80.1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.94 Vert(LL) -0.53 13-14 >853 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.92 Vert(CT) -0.66 13-14 >682 240 TCDL 10.0 BCLL 0.0 * Rep Stress Incr YES WB 0.50 (Matrix) Horz(CT) Wind(LL) 0.10 11 n/a n/a 0.2413-14 >999 240 Weight: 276 Ib FT = 5% BCDL 10.0 Code IRC2015/TP12014 LUMBER- TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* BRACING - TOP CHORD Structural wood sheathing directly applied. 6-7: 2x6 SP No.2, 7-9: 2x4 SP No.2D BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: BOT CHORD 2x6 SP No.2 *Except* WEBS 2-2-0 oc bracing: 13-14. 1 Row at midpt 5-16,8-14 14-16: 2x10 SP No.2, 13-15,15-17: 2x6 SP No.1 D WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 2=1972/0-3-8, 11=1972/0-3-8 Max Horz2=-295(LC 10) Max Uplift2=-189(LC 12), 11=-189(LC 13) Max Grav2=2603(LC 31), 11=2603(LC 31) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-18=-4014/412, 3-18=-3757/431, 3-19=-3792/479, 4-19=-3556/482, 4-5=-3409/498, 5-20=-3034/479, 6-20=-2747/495, 6-7=-2144/435, 7-21=-2739/489, 8-21=-3026/472, 8-9=-3441/497, 9-22=-3588/480, 10-22=-3823/464, 10-23=-3791/430,11-23=-4048/411, 11-12=0/37 BOT CHORD 2-17=-315/3190, 17-24=-150/2737, 24-25=-150/2737, 16-25=-150/2737, 16-26=-21/2103, 15-26=-20/2108,16-27=-0/2144 14-27=-0/2144, 14-28=-122/2784, 28-29=-123/2782, 13-29=-126/2779, 11-13=-236/3215 WEBS 3-17=-480/200, 5-17=-180/638, 5-16=-955/328, 6-16=-134/1118, 7-14=-127/1178, 8-14=-972/319, 8-13=-168/631, 10-13=-465/200 JOINT STRESS INDEX \\\1�11111 I I III/ 2=0.88,3=0.26,4=0.60,5=0.71,6=0.86,7=0.74,8=0.71,9=0.58,10=0.26,11=0.89,13=0.63,14=0.77,15=0.65,15=0.82,15 ;f�F1=—0.4IY4,9. 5and 17 = 0.62 �\`\ P,\ SS/%n NOTES- (10-11) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 — PE 10707787 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 —_ 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 1.00 times flat roof load of 30.0 psf on overhangs • • non -concurrent with other live loads.� STATE OF :� �Q 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) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will irt`�%'-'.AI fit between the bottom chord and any other members, with BCDL = IO.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 189 Ib uplift at Joint 2 and 189 Ib uplift at ��/� SS/ON 4000 Joint 11. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. /,/111111 I I I I111�1\\\ January 21,2016 Continued on page 2 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil -7473 rev. 10/03/2015 BEFORE USE.NGINEERING BY Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall TREE"40 building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing liliak" is always required forstability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 818 Soundslde Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 D Truss Truss Type Qty 1Hly 00_MidAtlanuc E8999042 ORDERS EA -94284 HIPS 1 1 Job Reference o 8onal NVR, 7.830 s Ju128 2015 MiTek Industries, Inc. Thu Sep 17 13:17:53 2015 Page 2 ID:Qi28Yyp1 C?Vvi5EYodeYbyyU9KW-P61iGNfrl1 XFc8AP?3iimIZU Pfz7m7?BpxTZQUyckOy 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wino speeu ul 1 1u i i 1 1. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIJ-7473 rev. 10/03/2015 BEFORE USE. ENGINEERIhlG BY TREIg0 Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing lilialo is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, defvery, erection and bracing of trusses and truss systems, seeANSI/TPlt Quality Criteria, DSB-B9 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty P y 00_MldAtlantic TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 5-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. E8999043 ORDERS EA -94285 HIPS 1 1 REACTIONS. (Ib/size) 1=1886/0-3-8, 10=1975/0-3-8 Max Horz 1=-290(LC 10) Max Uplift1=-165(LC 12), 10=-189(LC 13) Job Reference (optional) NVR, ,...,,��.,w, �„�,. .. .,.,.... . ...... ..... ...... .. .........___._ . _�_ . ID:uvcW m Iggzldm KFpIM L9n89yU9KV-MUsTh3h5genyrRKn7UTArAfp7TgbE 1 nU H FygVMyckOw 5- 5. 1-6- 21.-06.-00 28-11-3 32-0-7 38-0-0 38.-11x457 5-3 553 5 5I .7.9 .5-3 5-5.3 5-7.9 011-4 5x6 = 5x6 = 8.00 12 Scale = 1:80.0 5X6 % la LG do la 44 IY <u — — — — 5X6 = 8x8 = 5x10 = 4x6 I 5x10 = 8x8 = 4x8 = 5x6 11 4x6 11 46 11 LOADING(psf) TCLL 30.0 (Roof Snow --30." TCDL 10.0 BCLL BCDL 10.0 * SPACING- 2-0-0 Plate Grip DOL 1.15 DOL 1.15 Rep Stress Incr YES Code IRC2015/TPI2014 CSI. TC 0.99 BC 0.79 WB 0.48 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) -0.48 15-16 >953 360 Vert(CT) 0.56 15-16 >809 240 Horz(CT) 0.09 10 n/a n/a Wind(LL) 0.23 15-16 >999 240 PLATES GRIP MT20 197/144 Weight: 272 Ib FT= 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 or 2x4 SPF No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 5-6: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP No.2 *Except* WEBS 1 Row at midpt 4-15,7-13 13-15: 2x10 SP No.2, 12-14,14-16: 2x6 SP No.1 D WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=1886/0-3-8, 10=1975/0-3-8 Max Horz 1=-290(LC 10) Max Uplift1=-165(LC 12), 10=-189(LC 13) Max Gravl=2517(LC 31), 10=2607(LC 31) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-17=-4059/420, 2-17=-3801/441, 2-18=-3839/476, 3-18=-3604/493, 3-4=-3456/509, 4-19=-3012/482, 5-19=-2725/498, 5-6=-2114/438, 6-20=-2682/495, 7-20=-2991/479, 7-8=-3430/499, 8-9=-3812/480, 9-21=-3779/432, 10-21=-4036/413, 10-11=0/37 BOT CHORD 1-16=-324/3238, 16-22=-152/2736, 22-23=-152/2736, 15-23=-152/2736, 15-24=-22/2070, 14-24=-21/2074, 14-25=0/2113, 13-25=-0/2105, 13-26=-121/2728, 26-27=-121/2728, 12-27=-121/2728, 10-12=-238/3206 WEBS 2-16=-502/211, 4-16=-186/727, 4-15=-1014/329, 5-15=-135/1143, 6-13=-132/1126, 7-13=-1000/326, 7-12=-178/708, 9-12=-474/200 JOINT STRESS INDEX++,L � Q(4-�p15= 1=0.85,2=0.26,3=0.62,4=0.65,5=0.75,6=0.77,7=0.75,8=0.86,9=0.26,10=0.88,12=0.62,13=0.79,14=0.85,14=0.84,14=0.O.Z@,\II4- .. 7 t,ASS 0.80 and 16 = 0.63 A\ NOTES- (10-11) �� Q` 1) Wind: ASCE 7-10; Vult=130mph (3 -second Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS gust) forces & MW FRS for P�G\ST� : '� (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and �• reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - PE 10107781 -_ 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 - 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 1.00 times flat roof load of 30.0 psf on overhangs 0 non -concurrent with other live loads. STATE OF IZ 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. *This 3-6-0 tall by 2-0-0 wide will '., P • (` i�/ T •.,��•AN,,� • 7) truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle = 10.Opsf. �� `� fit between the bottom chord and any other members, with BCDL 1 189 Ib /ii//Si mechanical on (byrs) of truss to earing e capable 165 lb at int nd uplift at bheelse pN ALIE�\\\�`� is and designllft Member end fixitymodelmodeltwas used infthe analysing 9) joint "Semi-� i d itchbreaks including n of this truss. )° 9 p 9 January 21,2016 Continued on page 2 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. E NGINE E RI Nc BY Design valid for use only with MfTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not THENCOa truss system. Before use, the building designer must verfy the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MldAtlsnBc building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A F.ti Tok Alfili.ilo Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quail ty Criteria, DSB•89 and BCSI Building Component E8999043 ORDERS EA -94285 HIPS 1 1 Job Reference (optional) NVK, /.Oou 5 Jul zo zing MIIeK Inuu5me5, Inu. in oep if lo:I rap —Ia rage z ID:uvcW m Iggzidm KFplM L9n89yU9KV-MUsTh3h5genyrRKn7UTArAfp7TgbE1 nU H FygVMyckOw 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEM11-7473 rev. 10/03/2015 BEFORE USE. ENGINE ERI NG BY Design valid for use only with Mlfek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not TRENCOa truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A F.ti Tok Alfili.ilo Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quail ty Criteria, DSB•89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexand a, VA 22314. Edenton, NC 27932 Jo Truss Truss Type Qty Ply 00_MldAtiantic E8999060 ORDERS EA -98699 COMN 1 1 Job Reference o tional 1.15 TC 0.92 Vert(LL) -0.28 12-13 7.630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 17 13:21:59 2015 Page 1 NVR, ID:Qfuzs2WjyuOVJ ep9LhJ?m3yU 8uV-CQciuVe9NcXL7x_gQk7OkdlXfgy6PM4POC3a4Dycjz6 11 8 4-0 12-8-0 19-0.0 25 338-0-03 -11 -11• 8.4.0 8.4-0 8.4.0 8.4-04-0 8.4.0-4.068.4-0 -11 5x6 = 6.00 12 Scale =1:67.7 4x6 = 6x8 = 8x8 = 4x88 = 114 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.92 Vert(LL) -0.28 12-13 >999 360 MT20 197/144 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.82 Vert(CT) -0.53 2-14 >862 240 TCDL 10.0 BOLL 0.0196 Rep Stress Incr YES WB 0.62 Horz(CT) Wind(LL) 0.15 0.12 10 13 n/a >999 n/a 240 Weight: 196 Ib FT = 5% Aaa IRC2015ITP12014 (Matrix) LUMBER - TOP CHORD 2x4 SP NO.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 2=1972/0-3-8, 10=1972/0-3-8 Max Horz2=171(LC 12) Max Uplift2=-219(LC 12), 10=-219(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 8-3-13 oc bracing. WEBS 1 Row at midpt 5-13,7-13 FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/32, 2-3=-3539/746, 3-4=-3157/666, 4-5=-29511684, 5-19=-2230/554, 6-19=-2217/588, 6-20=-2217/588, 7-20=-2230/554, 7-8=-2951/684, 8-9=-3157/666, 9-10=-3539/746, 10-11=0/32 BOT,CHORD 2-14=-550/3076, 14-15=-341/2507, 15-16=-341/2507, 13-16=-341/2507, 13-17=-341/2507, 17-18=-341/2507, 12-18=-341/2507, 10-12=-550/3076 WEBS 3-14=-466/251, 5-14=-46/558, 5-13=-1020/303, 6-13=-330/1419, 7-13=-1020/303, 7-12=-46/558, 9-12=-466/251 JOINT STRESS INDEX 2=0.75,3=0.39,4=0.77,5=0.66,6=0.57,7=0.66,8=0.77,9=0.39,10=0.75,12=0.80,13=0.61 and 14=0.80 NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 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) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 Ib uplift at joint 2 and 219 Ib uplift at joint 10. 8)' Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. Zee A. LAS SST PE10707787 a STATE OF r R OT '• -�ND I ANP,. �SS/ONALE0\0�\� 1111111111 January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not TRENCOa truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A t.ti r,d; Affiliatra Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and SCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss ype Qty P y 00_MidAtlantic E8999081 ORDERS EA -96802 COMN 1 1 Job Reference o tional Vert(LL) -0.25 13-14 >999 360 7 630 s Jul 28 2015 MiTek Industries, Inc. Thu Sep 17 13:24:22 2015 Page 1 NVR, ID:gT241 N ROgZ5a2U ByLMB30lyU8tl-W xlmvONrhYY2nwP91GBxl nA_CTkcQyVSGyBeaRycjwt 8-0-0 12-10.2 19-0-0 25-1-14 32-0.0 38.0-0 6-0-0 6.10.2 6,1.14 6.1.14 6 -10-2 6-0-0 11 5x6 = FAL\rrol Scale = 1:70.1 4x8 = 3x4 = 3x6 = 4x6 = 3x4 = 46 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.88 Vert(LL) -0.25 13-14 >999 360 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.95 Vert(CT) -0.43 13-14 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.94 Horz(CT) 0.15 9 n/a n/a BCLL 0.0 " Code IRC2015/TPI2014 (Matrix) Wlnd(LL) 0.12 14 >999 240 LUMBER - TOP CHORD 2x4 SP No.1 "Except` 1-3: 2x4 SP No.1 D BOT CHORD 2x4 SP No.2D `Except` 12-15: 2x4 SP No.2 or 2x4 SPF No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=1884/0-3-8,9=1973/0-3-8 PLATES GRIP MT20 197/144 Weight: 201 Ib FT = 5% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except: 10-0-0 oc bracing; 13-14. Max Horz1=-178(LC 17) Max Upliftl=-195(LC 12), 9=-219(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3610/754, 2-3=-3368/737, 3-4=-3245/762, 4-5=-2597/701, 5-21=-2582/700, 6-21=-2596/667, 6-7=-3234/752, 7-8=-3356/728, 8-9=-3619/743, 9-10=0/32 BOT CHORD 1-16=-567/3147, 16-17=-342/2496, 15-17=-342/2496, 14-15=-342/2496, 14-18=-139/1868, 18-19=-139/1868, 13-19=-139/1868, 12-13=-341/2494, 12-20=-341/2494, 11-20=-341/2494, 9-11=-554/3131 WEBS 2-16=-440/251, 4-16=-141/671, 4-14=-935/330, 5-14=-238/1092, 5-13=-236/1071, 6-13=-913/328, 6-11=-I 31/658, 8-11=-430/241 JOINT STRESS INDEX 1 =0.76, 2=0.26, 3=0.65, 4=0.71, 5=0.61, 6=0.70, 7=0.66, 8=0.26, 9=0.76, 11 =0.62, 12=0.97, 13=0.76, 14=0.78, 15 = 0.97 1 .64 III NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. ll; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 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) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3 6 0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 Ib uplift at joint 1 and 219 Ib uplift at joint 9. 8) Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based any upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the appfcability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 0 J I \1111 ���� L r 9' PE10707787 '� '• STATE OF I W �'.,� OTS'• SND I•A�P•r N��'\��� 0NALe\\� fflllllllllll January 21,2016 TENGIE'4CO A f,li lode Allilialo 818 Soundside Road Edenton, NC 27932 Job Truss Truss Type DEFL. in (loo) I/defl L/d MidABanlic TCLL 30,0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.20 15 >999 360 E8999062 ORDERS EA -96603 COMN 7177TJb 13-15 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.10 10 n/a n/a Reference (optional) NVK, ID:8fcSEiSfbsDRgdm8v31iwVyU8tH-_7J86kNTSsgvO3_MSZIAZ?j8Pt6w9SVbVcxC6tycjws 11 8-8-3 12-10-2 19-0-0 25-1-14 31-3-13 38-0-0 3 -11 11• 6.8-3 8-1-14 8-1-14 6.1.14 6.1.14 6.8-3 0.11 4 i1 5x6 = 6.00 FIT 44 = 10 11 is is iv 46 II m ,� — " " 4x6 = 8x8 = 8x8 = 48 = 4x6 11 4x6 11 46 11 8x8 = 8x8 = Scale = 1:74.4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/defl L/d PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TC 0.91 Vert(LL) -0.20 15 >999 360 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.75 Vert(CT) -0.35 13-15 >999 240 TCDL 10.0 Rep Stress Incr YES WB 0.76 Horz(CT) 0.10 10 n/a n/a BCLL s Code IRC2015/TP12014 (Matrix) Wind(LL) 0.12 15 >999 240 Weight: 254 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.1 D "Except' TOP CHORD Structural wood sheathing directly applied. 1-4,8.11: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud `Except` 6-15,6-13: 2x4 SP No.2 or 2x4 SPF No.2, 13-15: 2x10 SP No.2 REACTIONS. (Ib/size) 2=1972/0-3-8, 10=1972/0-3-8 Max Horz2=171(LC 12) Max Upiift2=-219(LC 12), 10=-219(LC 13) FORCES. (ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=0/37, 2-3=-3627/723, 3-4=-3485/777, 4-5=-3286/807, 5-6=-2832/737, 6-7=-2832/737, 7-8=-3286/807, 8-9=-3485/777, 9-10=-3627/723, 10-11=0/37 BOT CHORD 2-16=-523/3136, 16-17=-354/2641, 17-18=-352/2641, 15-18=-350/2645, 14-15=-145/1957, 14-19=-145/1957, 13-19=-145/1957, 13-20=-350/2645, 20-21=-352/2641, 12-21=-354/2641, 10-12=-523/3136 WEBS 3-16=-453/245, 5-16=-169/597, 5-15=-856/321, 6-15=-259/1236, 6-13=-259/1236, 7-13=-856/321, 7-12=-169/597, 9-12=-453/245 JOINT STRESS INDEX 2=0.88, 3=0.26, 4=0.85, 5=0.66 16 = 0.61 Z xy 4e 6=0.64,7=0.66,8=0.85,9=0.26,10=0.88,12=0.61,13=0.50,14=0.25,14=0.29,14=0.28,1 = 14 , 5=0.50 and NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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 1.00 times flat roof load of 30.0 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)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 219 Ib uplift at joint 2 and 219 Ib uplift at joint 10. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph, Oo�\� 111 R. LASS \ �Q`PQ�GIST6R.,,; 9 PE10707787 STATE OF I • OT, DIA %i0NAt.lE� 0����\ III January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS ANO INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 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, not ENGINEERING BY THENCOa truss system. Before use, the building designer must verify the appfcability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A tdi f4 Allilia lig is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quail ty Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, INC 27932 ORDERS IEA -96818 ICOMN 7.6308 E8999063 6-8-0 12-10-2 19-0-0 25- ll 14 31-6-0 38-0-0 8-6.0 6-4-2 8 1 14 6.1 .14 6-4.2 6-6.0 0-11.4 Scale =1:77.2 5x6 = 6.00 12 4x4 = 5x10 = 8x8 = 46 11 46 11 8x8 = 5x10 = 4x4 = 46 11 LOADING(psf) 30.0 SPACING- 2-0-0 CSI. DEFL. Vert(LL) in (loc) I/defl L/d -0.21 13-14 >999 360 PLATES GRIP MT20 197/144 TCLL (Roof Snow --30.0) Plate Grip DOL 1.15 Lumber DOL 1.15 TC 0.92 BC 0.80 Vert(CT) -0.36 13-14 >999 240 TCDL 10.0 * Rep Stress Incr YES WB 0.77 Horz(CT) Wind(LL) 0.11 9 n/a n/a 0.12 13-14 >999 240 Weight: 259 Ib FT = 5% BCLL 0.0 Code IRC2015/TPI2014 (Matrix) BCDL 10.0 BRACING - LUMBER- TOP CHORD Structural wood sheathing directly applied. TOP CHORD 2x4 SP No.1 D *Except* 1-3: 2x4 SP No.1, 7-10: 2x4 SP No.2 or 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 or 2x4 SPF Stud *Except* 5-14,5-13: 2x4 SP No.2 or 2x4 SPF No,2, 13-14; 2x10 SP No.2 REACTIONS. (Ib/size) 1=1884/0-3-8,9=1973/0-3-8 Max Horz 1=-180(LC 13) Max Uplift1=-195(LC 12), 9=-219(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-3621/717, 2-3=-3622/846, 3-4=-3419/877, 4-5=-2774/728, 5-17=-2758/727, 6-17=-2773/693, 6-7=-3398/861, 7-8=-3601/830, 8-9=-3610/707, 9-10=0/37 BOT CHORD 1-16=-524/3139, 16-18=-349/2593, 15-18=-349/2593, 15-19=-345/2585, 14-19=-342/2593, 14-20=-140/1918, 20-21=-140/1918,13-21=-140/1918,13-22=-340/2591, 12-22=-344/2583,12-23=-348/2691,11-23=-348/2591, 9-11=-511/3123 WEBS 2-16=-513/281, 4-16=-248/777, 4-14=-871/333, 5-14=-255/1200, 5-13=-252/1176, 6-13=-849/332, 6-11=-232/755, 4f7l 8-11=-491/267 E�ZJOINT STRESS INDEX1=0.69,2=0.26,3=0.50,4=0.63,5=0.62,6=0.61,7=0.66,8=0.26,9=0.88,11=0.50,12=0.91,13=0.34,13=0.28,13=0. ,13=0.28 `M VII .34,15= 0.91 and 16 = 0.51 RAAS NOTES- (9-10) \` ••,•,••T� /� p p p �1ST�R�'� 9 �i 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.0 sf; BCDL=6.0 sf; h=33ft; Cat. II; Ex B; enclosed; MW FRS � .• � zone; cantilever left and right exposed ;C (envelope) gable end zone and C -C Exterior(2) C for members and forces & MWFRS for \ Q O•,• reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 — PE 10707787 ; 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 1.00 times flat roof load of 30.0 psf on overhangs _ • _ non -concurrent with other live loads. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 'fl STATE OF ' �Q 6) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. �i OA -1 '•, �N P �/ �� ss to bearing plate capable of withstanding 195 Ib uplift at Joint 1 and 219 ib uplift at 7) Provide mechanical connection (by others) of tru���' � .,• �.AN,•• ��C� \�� Joint 9. was used in the analysis \ 9) Design ache ked forr ASCE 7-10 ultimate w nd speedng heels" Member at t 1 0 mph fixity l(3 -second gust), wind reaction xe0.78 ill this wind uplift reaction to a /,7777SS��N Ai 9 wind speed of 115 mph.2016 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of January 21, ____.,,...., n .7a _111 e4Ine4 wind unlift reaction to a wind speed of 90 mph. ContM(%ff18h,p191ge' 080 vnv ..,,,----......_ - NGINFERING BY A WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/!13/2815 BEFORE USE. TREENCO Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A hti tok idlilin L. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 SEdentonoundside 27932 Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty y 00 MtdAtlentic E8999063 ORDERS EA-96618 COMN 1 1 Job Reference o tional aan �.o�l �a 2nt5 MiTek Industries. Inc. Thu Sea 17 13:24:24 2015 Page 2 NVR, ID:kLSIAVdRl9_SLnrrk0yaVSyU8t3-TKtW K406D90MODZYPhDP6CGJ 1 HRPuuZlkGhlfJycjwr A WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2018 BEFORE USE. ENGINEERING RING BY Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not THE�CO a truss system. Before use, the building designer must verify the apPpplicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of indiv(dual truss web and/or chord members only. Additional temporary and permanent bracing A MITok Affili il© Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quail N Criteria, DSO -89 and SCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223314. Edenton, NC 27932 Job Truss Truss Type Qty IFlyI0o_MidAtlanuc E8992293 ORDERS VT -01050 VCOM 1 Job Reference o tonal) 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 14 12:18:27 2015 Pagel NVR, ID-YvDW NnLNh Zw7OyBoVE2myUXzp-6EOJRZfy39ngJdltsWW61jbtF5WTFONLtkZ800ydkAf 1-4-0 1-4-0 1-4.0 Scale = 1:7.9 3x4 = 2 3x4 �' 3x4' Plate Offsets X Y - 2:0-2-0 Ed e 2-8-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d 999 PLATES GRIP MT20 197/144 TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 Lumber DOL 1.15 TC 0.03 BC 0.06 Vert(LL) n/a Vert(CT) n/a n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a Weight: 7 Ib FT = 5% BCLL 0.0 Code IRC2015/TPI2014 (Matrix) BCDL 10.0 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins. TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=90/2-8-0,3=90/2-8-0 Max Horz 1=-17(LC 8) Max Upliftl=-8(LC 12), 3=-8(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-77/26, 2-3=-77/26 BOT CHORD 1-3=-7/48 JOINT STRESS INDEX 1 =0.07,2=0.01 and 3=0.07 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 0;�� \\\\\\,1`j j j IL I///,, // / 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load n capable of wit with any other uplift loads. \�[ late capable of withstanding 8 Ib uplift at Joint 1 and 8 ib uplift at joint 3. �� \ B. ASSiT''''/, 6) Provide mechanical connection (by others) of truss to bearing p p 9 �� 7) "Semi-rlgid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. �� P .••••"'•• �Q '�., reaction x 0.78 will adjust wind uplift reaction to a 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 PE 10107787 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. _ STATE OF :• R 4. OT''•'NDIA :0 NP•' �i /ON AL e\o� lll►rljjl► January 21,2016 ENGINEERING BY AWARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI 747 rev. 10/03/2015 BEFORE USE. TRENCO Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A 1,11 I+,I; Allilialn Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/7PI1 Quality Criteria, DSO.89 and BCSI Building Component 818 SounNC 27932 Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 00_MidA9an6c E8992294 ORDERS VT -01051 VCOM 1 1 Job Reference o tional NVR, 7.630 s Jul 28 2015 MiTek Industries, Inc. ....Mon. ep 1412:18:28 2015 Page 1 ID:06NuCjnz8_6QYHz91V1Tb-YUXzo-aRyhevgagTwXwns3PD1 LZw8?LUm4_rdU50JhKEydkAl 2.8.0 3x4 = 3x4 �, 3x4 '� Scale= 1:14.7 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.20 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,42 Vert(CT) n/a n/a 999 TCDL 10.0 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a rda Weight: 16 Ib FT = 5% BCLL Code IRC2015/TPI2014 (Matrix) BCDL 10.0 LUMBER - TOP CHORD 2x4 SP NO.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No,3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=223/5-4-0,3=223/5-4-0 Max Horz1=-42(LC 8) Max Upliftl=-20(LC 12), 3=-20(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-191/65,2-3=-191/65 BOT CHORD 1-3=-17/119 JOINT STRESS INDEX 1 =0.17, 2=0.03 and 3=0.17 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 Ib uplift at joint 1 and 20 Ib uplift at joint 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. R. LAS PE10707787 STATE OF ok //i/SS7 0 N A L \0 ���\� 111111 H10 January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2018 BEFORE USE. E tJGi NE E r:l hIG By Design varld for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not TRENCOa truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A MiT4 A11ili.ik, Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabdcailon, storage, delivery, erection and bracing of trusses and truss systems, seeAN$l/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Edenton, NC 27932 Truss Truss Type v<iy 11-Y E8992295 VT -01062 VCOM 1 1 Job Reference (optional) 7.630 s Jul 28 2015 MiTek Industnas Inc Mon Sep 14 12:18:28 2015 Page 1 ID:06Nugnz8_6QYHz91V1TbyUXzo-aRyhevgagTwXwns3PD1 LZw8wrUpG_rIU50JhKEydk 4.0.0 4x6 = 3x4 3x4 3x4 11 �� LOADING (psf) SPACING -2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0.55 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.22 TCDL 10.0 Rep Stress Incr YES WB 0,06 BCLL 0.0 Code IRC20151TPI2014 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP N0.3 or 2x4 SPF Stud WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=201/8-0-0,3=201/8-0-0,4=311/8-0-0 Max Horz 1=-68(LC 8) Max Uplift1=-36(LC 12), 3=-45(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-124/48, 2-5=-37/58, 2-6=-37/48, 3-6=-121/38 BOT CHORD 1-4=-15/54,3-4=-15/54 WEBS 2-4=-222/60 JOINT STRESS INDEX 1 =0.16,2=0.07,3=0.16 and 4=0.06 Scale =1:21.1 3-0.0 DEFL. in (loc) I/defl Lid PLATES GRIP Vert(LL) n/a n/a 999 MT20 197/144 Vert(CT) n/a n/a 999 Horz(CT) 0.00 3 n/a n/a Weight: 29 Ib FT = 5% 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. NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 Ib uplift at joint 1 and 45 Ib uplift at joint 3. 7) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to Wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 10 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. \`11111 1 1 1 1 1 1 1111 /1�� R. LASS? a 0 = PE10707787 STATE OF ;• R �ND I ANP - . 'O N A I. E� ��\��\\ 111111111 January 21,2016 ENGINEERMG BY A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGES for an rev. Individual 2015 BEFORE USE. TRENCODesign valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not o truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall i building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the818 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component Edenton, NCd27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Job Truss Truss Type Qty Ply 00_MidAflantic PLATES GRIP (Roof Snow --30.0) Plate Grip DOL 1.15 TC 0.78 Vert(LL) n/a n/a 999 E8992296 ORDERS VT -01053 VCOM 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Job Reference (optional) rvvn, 7.830 5 Jul 28 2015 MiTek Industries, Inc. Mon Sep 14 12:18:29 2015 Page 1 ID:V IxGP3obv I EHARYLJ DY17ByUXzn-2d W4s FhCbn20YxRGzxYa68g 14u6Xj H CdK22EthydkAe 5-4.0 10-8-0 5-4.0 5-4.0 46 = 3x4 �, 3x4 11 3x4 Scale = 1:26.2 10-8-0 ENGINEERING BY LOADING(psf) TCLL 30.0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Ud PLATES GRIP (Roof Snow --30.0) Plate Grip DOL 1.15 TC 0.78 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.41 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IRC2015ITP12014 (Matrix) Weight: 39 Ib FT = 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=252/10-8-0,3=252/10-8-0,4=476/10-8-0 Max Horz 1=-93(LC 8) Max Uplift1=-37(LC 12), 3=-49(LC 13), 4=-14(LC 12) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-191/63, 2-5=-55/83, 2-6=-55/68, 3-6=-191/49 BOT CHORD 1-4=-19/79,3-4=-19/79 WEBS 2-4=-321/85 JOINT STRESS INDEX 1=0.56,2=0.89,3=0.56 and 4=0.09 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) I I I I I Gable requires continuous bottom chord bearing. \\\1��t1 R;,LAS& 5) This truss has been designed for p>f bottom chord live Road nonconcurrent with any other live load;. �� ( a10.0 6) Provide mechanical connection b others of truss to bearinglate capable of withstanding37 lb uplift at joint 1, 49 Ib uplift at joint 3 p 14 lb ; PtJ� and uplift at joint 4. 7) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. �� �� ; �1ST6 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to i a : ;' Q' Q wind speed of 115 mph. PE 10707787 •• 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 _ mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. _ �•':, STATE OF ,;•�Q OT'':�NDIANP•'• /ONAI �/�jjln111111� January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall TREIILCO building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing „ hti&,k Allili.rb� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 NVK, lU:zuveuupUu:rvionu, na...,Au y..,.�,,, ••r •---.�... .. .. - 6-8-0 6.8.0 0 6.8-0 8.8. Scale = 1:32.3 4x6 = 46 �i 8 7 6 46 O 3x4 11 5x6 = 3x4 11 LOADI4G(psf) TCLL 30.0 (Roof Snow --30.0) TCDL 10.0 BCLL 0.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015ITP12014 Truss Type Qty P y 00_MidAtlantic E8992297 Jo Truss TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 Dc bracing. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud ORDERS VT -01054 VCOM 1 1 Job Reference (optional) Jul 28 2015 Mp ek Industries, Inc. Mon Sep 14 12:18:30 2015 Page 1 FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-126/96, 2-9=-163/92, 3-9=-91/106, 3-10=-91/99, 4-10=-161/85, 4-5=-102/57 BOT CHORD 1-8=-34/80, 7-8=-34/80, 6-7=-34/80, 5-6=-34/80 7.830 s uenoeFncYn4nol nHAIVxSkPnZio0P7vdkP NVK, lU:zuveuupUu:rvionu, na...,Au y..,.�,,, ••r •---.�... .. .. - 6-8-0 6.8.0 0 6.8-0 8.8. Scale = 1:32.3 4x6 = 46 �i 8 7 6 46 O 3x4 11 5x6 = 3x4 11 LOADI4G(psf) TCLL 30.0 (Roof Snow --30.0) TCDL 10.0 BCLL 0.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015ITP12014 CSI. TC 0.43 BC 0.20 WB 0.11 (Matrix) DEFL. in (loc) I/deft L/d Vert(LL) n/a n/a 999 Vert(CT) n/a n/a 999 Horz(CT) 0.00 5 n/a n/a PLATES GRIP MT20 197/144 Weight: 54 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 Dc bracing. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=93/13-4-0,5=93/13-4-0,7=315/13-4-0,8=373/13-4-0,6=373/13-4-0 Max Horz 1 =-1 19(LC 8) Max Upliftl=-27(LC 8), 5=-3(LC 9), 8=-153(LC 12), 6=-152(LC 13) Max Grav1=113(LC 22), 5=95(LC 21), 7=315(LC 1), 8=393(LC 18), 6=393(LC 19) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-126/96, 2-9=-163/92, 3-9=-91/106, 3-10=-91/99, 4-10=-161/85, 4-5=-102/57 BOT CHORD 1-8=-34/80, 7-8=-34/80, 6-7=-34/80, 5-6=-34/80 WEBS 3-7=-231/8, 2-8=-325/194, 4-6=-325/194 JOINT STRESS INDEX 1 =0.03,2=0.11,3=0.46,4=0.11,5=0.03,6=0.09,7=0.27 and 8=0.09 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. ll; Exp B; enclosed; MWFRS left exposed ;C -C for members and forces & MW FRS for (envelope) gable end zone and C -C Exterior(2) zone; cantilever and right DOL=1.60 reactions shown; Lumber DOL=1.60 plate grip 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 \��P\, B, LASs� 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. 27 ib uplift at joint 1, 3 Ib uplift at joint 5, 153 \\�� Q.G�ST�RF 9 '� ;' O•, 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding Q Ib uplift at joint 8 and 152 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. reaction x 0.78 will adjust wind uplift reaction to a PE 10707 781 ' 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind = _ wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 uplift reaction to a wind speed of 90 mph. �� • STATE OF mph, wind reaction x 0.78 will adjust wind 4G/ i '., OT '' �ND I ANP•' F'••...•.••'' N\� SS/ON ALE 1111111111 January 21,2016 ENGINEERIfIG By A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10rate t 15 BEFORE USE. TRE"40,Design validfor use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not0 truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall g ilialo building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always reclulred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 818 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quail N Criteria, DSB-89 and BCSI Building Component Edenton,INC 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223314. Job Truss Truss Type Qty P y 00_MidA6an6c E8992298 ORDERS VT -01055 VCOM 1 1 Job Reference o Clonal NVR, 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 14 12:18:31 2015 Page 1 ID:Rh31 gkgrQvU?PlhjQeaACcyUXzl-_OegHxjT7016nFbe5Ma2BZmRxirGBA2wnLXLxZydkAc 8.0.0 46 = 4x6 8 7 6 4x6 3x4 11 5x6 — 3x4 11 Scale =1:37.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 30,0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.20 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.15 Horz(CT) 0.00 5 n/a n/a BCLL ^0.0 Code IRC2015/TPI2014 (Matrix) Weight: 67 Ib FT = 5% LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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. (Ib/size) 1=166/16-0-0, 5=166/16-0-0, 7=294/16-0-0, 8=443/16-0-0, 6=443/16-0-0 Max Horz1=-144(LC 8) Max Upliftl=-13(LC 13), 8=-176(LC 12), 6=-176(LC 13) Max Grav 1=173(LC 22), 5=166(LC 1), 7=294(LC 1), 8=468(LC 18), 6=468(LC 19) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-157/115, 2-9=-167/113, 3-9=-110/129, 3-10=-110/121, 4-10=-167/105, 4-5=-125/79 BOT CHORD 1-8=-48/100,7-8=-48/100,6-7=-48/100,5-6=-48/100 WEBS 3-7=-220/0, 2-8=-377/220, 4-6=-377/220 JOINT STRESS INDEX 1 =0.07,2=0.13,3=0.41,4=0.13,5=0.07,6=0.11,7=0.24 and 8=0.11 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 \\\\\ttI i I j/ \\////// 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 R 3) Unbalanced snow loads have been considered for this design. ' LAS 4) Gable requires continuous bottom chord bearing. 9 ��� Q.. ..."'.•.,�5�% 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. �Q` ; •'G�ST(;R'., 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 13 Ib uplift at joint 1, 176 Ib uplift at joint 8 : �, and 176 Ib uplift at joint 6. Q 7) "Semi-rigld pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. _ PE 10707787 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a — —_ wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 _ _ mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. STATE OF Q Ok (V %-Z.AIDIA Np , AL I I I 0 LI\\\ ►►ISI► January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not THENG0a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckring of individual truss web and/or chord members only. Additional temporary and permanent bracing A Mi h,k Allilia lc, is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Nvn, ID:vloi'z4rubucs-Iww_�ariyy�n<n-_��y�,y .��•---•• 0.4.0 9.4-0 46 = Scale = 1:42.9 6 46 46 8 T Qty PIy 00_MidAUanBc E8992299 Job Truss 18-8-0 Plate Offsets X Y - 1:0-5-8 Ede 5:0-0-13 Ed e , 7:0-3-0 0-3-0 CSI. ORDERS VT -01056 �Trusse 1 1 Job Reference otonal Plate Grip DOL 1.15 1.15 TC 0.71 BC 0.33 Vert(LL) n/a Vert(CT) n/a n/a n/a 999 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 14 12:18:31 2015 Page 1 YI v7v W Nvn, ID:vloi'z4rubucs-Iww_�ariyy�n<n-_��y�,y .��•---•• 0.4.0 9.4-0 46 = Scale = 1:42.9 JOINT STRESS INDEX 1 =0.14,2=0.26,3=0.33,4=0.26,5=0.14,6=0.26,7=0.22 and 8=0.26 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for \,11ti I I I /Iffy/ reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �� // 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 �R• LASS/ 3) Unbalanced snow loads have been considered for this design. \� •�•••,,,•i�� 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 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 14 Ib uplift at joint 1, 211 Ib uplift at joint 8 • Q and 211 Ib uplift at joint 6. •• 7) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. = r PE a 0707787 ' 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. STATE OF �Q Z T ''•.NDIAN ION 4 0o\ Ijjlllit► January 21,2016 ENGINEERING By WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2016 BEFORE USE. TRENCO Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability, ofbuckling of individual truss wean design parameters and properly Incorporate this design into the overall p tai l:.k tdfilialo building design. Bracing indicated Is to prevent b and/or chord members only. Additional temporary and permanent bracing Is always required for stabllify and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the818 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quoit Criteria, DSB-89 and BCSI Building Component Edenton,Soundside 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223314. 6 46 46 8 T 3x4 11 5x6 = 3x4 11 18-8.0 18-8-0 Plate Offsets X Y - 1:0-5-8 Ede 5:0-0-13 Ed e , 7:0-3-0 0-3-0 CSI. DEFL. in (loc) Well Lid 999 PLATES GRIP MT20 197/144 LOADING (psf) SPACING- 2-0-0 TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 1.15 TC 0.71 BC 0.33 Vert(LL) n/a Vert(CT) n/a n/a n/a 999 TCDL 10.0 Lumber DOL Rep Stress Incr YES WB 0.18 Horz(CT) 0.00 5 n/a n/a Weight: 81 ib FT = 5% BCLL 0.0 Code IRC2015/TPI2014 (Matrix) BCDL 10.0 BER- BRACING- LUMBER - LUM TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD TOPBOT Rigid ceiling directly applied or 10-0-0 oc bracing, CHORD 2x4 SP No.3 or 20 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=223/18-8-0, 5=223/18-8-0, 7=248/18-8-0, 8=543/18-8-0, 6=543/18-8-0 Max Horc1=-170(LC 8) Max Upliftl=-14(LC 13), 8=-211(LC 12), 6=-211(LC 13) Max Grav1=223(LC 1), 5=223(LC 1), 7=255(LC 24), 8=574(LC 18), 6=574(LC 19) FORCES. (lb) - Maximum Compression/Maximum Tension 3-9=-129/152, 3-10=-129/145, 4-10=-179/120, 4-5=-146/114 TOP CHORD 1-2=-180/156, 2-9=-179/126, BOT CHORD 1-8=-68/125, 7-8=-68/125, 6-7=-68/125, 5-6=-68/125 WEBS 3-7=-194/0, 2-8=-455/261, 4-6=-455/261 JOINT STRESS INDEX 1 =0.14,2=0.26,3=0.33,4=0.26,5=0.14,6=0.26,7=0.22 and 8=0.26 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for \,11ti I I I /Iffy/ reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �� // 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 �R• LASS/ 3) Unbalanced snow loads have been considered for this design. \� •�•••,,,•i�� 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed fora 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 14 Ib uplift at joint 1, 211 Ib uplift at joint 8 • Q and 211 Ib uplift at joint 6. •• 7) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. = r PE a 0707787 ' 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. STATE OF �Q Z T ''•.NDIAN ION 4 0o\ Ijjlllit► January 21,2016 ENGINEERING By WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2016 BEFORE USE. TRENCO Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability, ofbuckling of individual truss wean design parameters and properly Incorporate this design into the overall p tai l:.k tdfilialo building design. Bracing indicated Is to prevent b and/or chord members only. Additional temporary and permanent bracing Is always required for stabllify and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the818 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quoit Criteria, DSB-89 and BCSI Building Component Edenton,Soundside 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 223314. Job Truss Truss Type Qty Ply 00_MIdABantic TCLL 30,0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.02 Vert(LL) n/a n/a 999 E8992301 ORDERS VT -01081 VCOM 1 1 Rep Stress Mor YES WB 0.00 Horz(CT) 0.00 3 n/a n/a Job Reference (optional) NVK, L63U S JUI ZU ZU10 MI I eK Inaustnes, Inc. Man Sep 14 1Z:itl3J ZUio rage 1 I D:rGk9TmskjgsaGCQ15m 7tq FyUXzj-x0matdkjf?Yq 1 Yl1 Cmd W G_rugVZ5f6s DFfOSOSydkAa r 1-2-7 i 2-4-13 1-2.7 1.2.7 3x4 = 2 3x4 4, 2-4-13 Plate Offsets (X,Y)-- 12:0-2-0,Edgel 3x4 1�, Scale = 1:7.9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30,0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.02 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.05 Vert(CT) n/a n/a 999 Rep Stress Mor YES WB 0.00 Horz(CT) 0.00 3 n/a n/a RrC'..11 inn Code IRC2015/TP12014 (Matrix) Weight: 7lb FT=5% LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=80/2-4-13,3=80/2-4-13 Max Horz1=-17(LC 8) Max Uplift1=-7(LC 12), 3=-7(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-66/22, 2-3=-66/22 BOT CHORD 1-3=-5/38 JOINT STRESS INDEX 1 =0.06,2=0.01 and 3=0.06 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 Ib uplift at joint 1 and 7 Ib uplift at joint 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 4_�e �,tlll I Ir///// \\B.LA�% PE10707787 STATE OF Q %-A ID D I A \\� 0NALE���`�\\ ///IIn i IIIIII� January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not THENCOa truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A MiTok Allilialo Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 NVR, ID:rGk9TmskjgsaGccllbm rtgt-yuAzrronzvzlLkAJyI It 2-4-13 4-9-10 2-4-13 2-4.13 3x4 = 2 3x4 // 3x4 '� v,N.,v , , .y.... - Scale = 1:12.9 Plate Offsets X Y - 2:0-2-0 Ed e Truss Type Qty Ply 00_MidABantic E8992302 ob Truss in (loc) I/deft L/d 999 PLATES GRIP MT20 197/144 TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 Lumber DOL 1.15 ORDERS VT -01082 VCOM 1 1 Job Reference o tional WB 0.00 Horz(CT) 0.00 3 n/a n/a Weight: 15 Ib FT = 5% BCLL 0.0 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 14 2:18:342015 Paget ...__ ..,ll�Gt,ll I Im7V, vrl4d NVR, ID:rGk9TmskjgsaGccllbm rtgt-yuAzrronzvzlLkAJyI It 2-4-13 4-9-10 2-4-13 2-4.13 3x4 = 2 3x4 // 3x4 '� v,N.,v , , .y.... - Scale = 1:12.9 Plate Offsets X Y - 2:0-2-0 Ed e 4-9-10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d 999 PLATES GRIP MT20 197/144 TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 Lumber DOL 1.15 TC 0.16 BC 0.33 Vert(LL) Vert(CT) n/a n/a n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a Weight: 15 Ib FT = 5% BCLL 0.0 Code IRC2015/TP12014 (Matrix) BCDL 10.0 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins. TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No,3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=200/4-9-10, 3=200/4-9-10 Max Horz1=-42(LC 8) Max Upliftl=-17(LC 12), 3=-17(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-166/56,2-3=-166/66 BOT CHORD 1-3=-11/96 JOINT STRESS INDEX 1 =0.15,2=0.03 and 3=0.15 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. ll; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. \\\\\`11jj j I LASS 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. \ P A 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 1 and 17 Ib uplift at joint \�� `� SS 3. •`� �Q Q��1ST�gF.. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O� � 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 _ PE10707787 ; mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. — _ STATE OF Q 4 S/ONALE0\`���\� t/IllI111 January 21,2016 NEERING BY A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. TRENG1E��0 buckling of Individual truss web Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall !, tdi 141 Alfllaln building design. Bracing indicated is to prevent and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the818 Soudside fabrication, storage, delivery, erection and bracing of trusses and truss systems,d BCSI Building Component EdentonnNC 27932d seeANSI/TPII Quail Criteria, DSB-89 an Safety Informatlon available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job TNSS TNSs Type ury �'Y°"""""" E8992303 ORDERS VT -01063 vCOM 1 1 Job Reference (optional) 3-7-3 7-2-6 3-7.3 3.7-3 Scale = 1:21.2 4x6 = 3x4 3x4 // 3x4 11 �� NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 Z/ 3) Unbalanced snow loads have been considered for this design. \\�Itjj1I I III///// // III)ff/// Gable continuous des'gned for 10 0 psf bottom chord live load nonconcurrent with any other live loads. \���\\ \ A; �Assj /'' 5) Thistruss has been�., 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 Ib uplift at joint 1 and 41 Ib uplift at joint P. ,..• • ••.,� %� 3. �Q� •�G�ST�RF•. 9 '. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QS• 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.— PE10707787 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. '� •'•, STATE OF �Q %- AD I ANP•. sS i 0 N A L IE� January 21,2016 ENGINEERIOlG BY A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2016 BEFORE USE. TRENCODesign valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicabiliiy of design parameters and properly Incorporate this design into the overallbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing „tai Wk iJlilialn is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the818 Soundside Safety Bion, Stora available iver from Truss andPlatbracing racin eof trusses N. Lee Street, system to 312 AleNandrial, VA 2231griferia, DSB•89 and BCSI Building Component Edenton, NC 27932 d 7-2-6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP n/a 999 MT20 197/144 TCLL 30.0 Plate Grip DOL 1.15 (Roof Snow--30-0)Plate DOL 1.15 TC 0.44 BC 0.18 Vert(LL) n/a Vert(CT) n/a - n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a = Weight: 27 Ib FT 5% BCLL 0.0 Code IRC2015/TPI2014 (Matrix) BCDL 10.0 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=186/7-2-6,3=186/7-2-6,4=268/7-2-6 Max Horz1=-68(LC 8) Max Uplift1=-32(LC 13), 3=-41(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-122/47,2-5=-35/57,2-6=-35/47,3-6=-118/37 BOT CHORD 1-4=-17/54,3-4=-1l7/54 WEBS 2-4=-188/50 JOINT STRESS INDEX 1 =0.15,2=0.06,3=0.15 and 4=0.05 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 Z/ 3) Unbalanced snow loads have been considered for this design. \\�Itjj1I I III///// // III)ff/// Gable continuous des'gned for 10 0 psf bottom chord live load nonconcurrent with any other live loads. \���\\ \ A; �Assj /'' 5) Thistruss has been�., 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 Ib uplift at joint 1 and 41 Ib uplift at joint P. ,..• • ••.,� %� 3. �Q� •�G�ST�RF•. 9 '. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. QS• 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph.— PE10707787 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. '� •'•, STATE OF �Q %- AD I ANP•. sS i 0 N A L IE� January 21,2016 ENGINEERIOlG BY A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2016 BEFORE USE. TRENCODesign valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicabiliiy of design parameters and properly Incorporate this design into the overallbuilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing „tai Wk iJlilialn is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the818 Soundside Safety Bion, Stora available iver from Truss andPlatbracing racin eof trusses N. Lee Street, system to 312 AleNandrial, VA 2231griferia, DSB•89 and BCSI Building Component Edenton, NC 27932 d ORDERS 4.9.9 1 4.9.10 4x6 = I3x4 3x4 �i 3x4 I �� LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=234/9-7-3,3=234/9-7-3, 4=411/9-7-3 Max Horz 1=-93(LC 8) Max Uplift1=-32(LC 13), 3=-44(LC 13), 4=-11(LC 12) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-187/61.2-5=-53/80,2-6=-53/66,3-6=-187/48 BOT CHORD 1-4=-20/78,3-4=-20/78 WEBS 2-4=-271/71 JOINT STRESS INDEX 1 =0.47,2=0.73,3=0.47 and 4=0.08 E8992304 Scale = 1:27.3 PLATES GRIP MT20 197/144 Weight: 36 Ib FT = 5% 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. NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 Ib uplift at joint 1, 44 Ib uplift at joint 3 and 11 Ib uplift at joint 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. \`111111 I I Ill ll�/ R. LAS �� tom\ ,.•....•. �/� i PE10707787 STATE OF ///$&'ONAilE�11����\ ►►III► January 21,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2016 BEFORE USE.l4EEr1 rdc By Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not TRENG'ENCO a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A Mi 1.4i Alliliab., Is always required for stability and to prevent collapse with possible personal Injury and properfy damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 818 SounNC 27932 Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 9-7-3 LOADING(psf) SPACING- 2-0.0 CSI, DEFL. In (loc) I/deft Ud TCLL 30.0 Plate Grip DOL 1.15 TC 0.61 Vert(LL) n/a n/a 999 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.33 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=234/9-7-3,3=234/9-7-3, 4=411/9-7-3 Max Horz 1=-93(LC 8) Max Uplift1=-32(LC 13), 3=-44(LC 13), 4=-11(LC 12) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-187/61.2-5=-53/80,2-6=-53/66,3-6=-187/48 BOT CHORD 1-4=-20/78,3-4=-20/78 WEBS 2-4=-271/71 JOINT STRESS INDEX 1 =0.47,2=0.73,3=0.47 and 4=0.08 E8992304 Scale = 1:27.3 PLATES GRIP MT20 197/144 Weight: 36 Ib FT = 5% 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. NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 Ib uplift at joint 1, 44 Ib uplift at joint 3 and 11 Ib uplift at joint 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. \`111111 I I Ill ll�/ R. LAS �� tom\ ,.•....•. �/� i PE10707787 STATE OF ///$&'ONAilE�11����\ ►►III► January 21,2016 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2016 BEFORE USE.l4EEr1 rdc By Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not TRENG'ENCO a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A Mi 1.4i Alliliab., Is always required for stability and to prevent collapse with possible personal Injury and properfy damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 818 SounNC 27932 Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 00_MidAtlantic Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the LOADING(psf) SPACING- 2-0-0 CSI. E8992305 ORDERS VT -01065 VCOM 1 1 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.21 Job Reference (optional) MVR, r.oau SJul""10I IOR I"uu5 ub,Illy. NII JON IY IG.,O 4v IJ owu 1 ID:GrQl5ouc01F87g9tnuhaStyUXzf-LzRj Kem bxwwPuOUctvADucTJrjYHsS?fxdF6cnydkAX I 6.0-0 12-0-0 6-0.0 6.0.0 4x6 = 46 41 a 7 6 4x6 �\ 3x4 11 3x4 11 3x4 II Scale = 1:31.0 REACTIONS. (Ib/size) 1=48/12-0-0,5=48/12-0-0,7=303/12-0-0,8=360/12-0-0.6=360/12-0-0 Max Horz 1=-119(LC 8) Max Upliftl=-51(LC 10), 5=-28(LC 11), 8=-170(LC 12), 6=-169(LC 13) Max Grav 1=88(LC 23), 5=76(LC 24), 7=303(LC 1), 8=379(LC 21), 6=379(LC 19) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-131/105, 2-9=-175/87, 3-9=-85/103, 3-10=-85/95, 4-10=-175/80, 4-5=-109/69 BOT CHORD 1-8=-35/84,7-8=-35/84,6-7=-35/84,5-6=-35/84 WEBS 3-7=-216/9, 2-8=-319/213, 4-6=-319/213 JOINT STRESS INDEX =0.03,2=0.12,3=0.47,4=0.12,5=0.03,6=0.09,7=0.06 and 8=0.09 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 Ib uplift at joint 1, 28 Ib uplift at joint 5, 170 Ib uplift at joint 8 and 169 Ib uplift at joint 6. 7)11Seml-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. \\\11111 IIIA// PE10707787 STATE OF ////ss i O N AI III January 21,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. E Nat NE E RI Fla BY 12-0.0 TRE14COa Plate Offsets (X Y)-- [1.0-5-5 Ed4el [5.0-1-2 Edael i. Mi 1,4c Atlllldlo Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.42 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.21 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress ]nor YES WB 0.10 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 Code IRC2015/TP12014 (Matrix) Weight: 49 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=48/12-0-0,5=48/12-0-0,7=303/12-0-0,8=360/12-0-0.6=360/12-0-0 Max Horz 1=-119(LC 8) Max Upliftl=-51(LC 10), 5=-28(LC 11), 8=-170(LC 12), 6=-169(LC 13) Max Grav 1=88(LC 23), 5=76(LC 24), 7=303(LC 1), 8=379(LC 21), 6=379(LC 19) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-131/105, 2-9=-175/87, 3-9=-85/103, 3-10=-85/95, 4-10=-175/80, 4-5=-109/69 BOT CHORD 1-8=-35/84,7-8=-35/84,6-7=-35/84,5-6=-35/84 WEBS 3-7=-216/9, 2-8=-319/213, 4-6=-319/213 JOINT STRESS INDEX =0.03,2=0.12,3=0.47,4=0.12,5=0.03,6=0.09,7=0.06 and 8=0.09 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 51 Ib uplift at joint 1, 28 Ib uplift at joint 5, 170 Ib uplift at joint 8 and 169 Ib uplift at joint 6. 7)11Seml-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. \\\11111 IIIA// PE10707787 STATE OF ////ss i O N AI III January 21,2016 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. E Nat NE E RI Fla BY ,A Design valid for use only with MfTek® connectors. This design is based onlyupon parameters shown, and is for an individual building component, not truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall TRE14COa building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i. Mi 1,4c Atlllldlo Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Jo Truss Truss Type Qty Ply 00_MidAUantc Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. E8992306 ORDERS VT -01066 VCOM 1 1 Job Reference (optional) NVR, ,. 1. 1 ... I D:k l_glBvEn3N?Igk4KcCp_5yUXze-p9?5X_nEiE2G W A2oRchSRgOT67uibubpAH_g9DydkAW 7.2.7 7-2-7 4x6 = 4x6 // 6 7 6 4x6 3x4 II 5x6 = 3x4 II Scale = 1:37.3 14-4-13 Plate Offsets (X Y)-- 11.0-5-5 Edge] 15.0-1-2 Edge] [7:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) n/a Na 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.20 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.14 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 BCDL 10.0 Code IRC2015/TPI2014 (Matrix) Weight: 62 Ib FT = 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=134/14-4-13, 5=134/14-4-13, 7=296/14-4-13, 8=398/14-4-13, 6=398/14-4-13 Max Horz1=144(LC 11) Max Upliftl=-27(LC 8), 8=-182(LC 12), 6=-182(LC 13) Max Gravl=154(LC 22), 5=134(LC 1), 7=296(LC 1), 8=419(LC 18), 6=419(LC 19) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-156/113, 2-9=-178/109, 3-9=-108/124, 3-10=-108/116, 4-10=-175/101, 4-5=-131/72 BOT CHORD 1-8=-47/104,7-8=-47/104,6-7=-47/104,5-6=-47/104 WEBS 3-7=-215/0, 2-8=-342/223, 4-6=-342/223 JOINT STRESS INDEX 1=0.04,2=0.13,3=0.46,4=0.13,5=0.04,6=0.10,7=0.26 and 8=0.10 NOTES. (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 \\\\\`1,�/ (�, Lq 3) Unbalanced snow loads have been considered for this design. \ \ S / 4) Gable requires continuous bottom chord bearing. 9 \�\ P..•••••••. S�% 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. ��\ Q .•G�STFR ••' F �' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 27 Ib uplift at joint 1, 182 Ib uplift at joint 8 Q�, (�`O% l and 182 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. PE 10707787 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a —_ wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 _ _ mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. STATE OF ' �'., OT• .......... ,' �� / \ \ /ON ALf-40�\ //11111 I I I I01 January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.NGI Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not NE ERI NG BY TEFIE14CO a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A tai 101; iJlilidLi Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Type Qty P y TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 JTruss Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 E8928504 ORDERS VT -01081 VCO 17 1 WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Job Reference (optional) NVR, 7.630 s Jul 28 2016 MiTek Industries, Inc. Mon Aug 1014:56:08 2015 Page 1 I D:N LICpE3myltlBgeN 17Qd UdyUXzS-GRiCo5hTEyeeYcvb?yBYFOObL6g?BmuahSGU BYypE8r 1-7-3 3-2-6 1-7-3 1-7-3 3x4 = 2 3x4 1,1 Plate Offsets (X,Y)-- [2:0-2-0,Edgel 3x4 �' Scale = 1:9.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/deft L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.05 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.11 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code IBC2015/TPI2014 (Matrix) Weight: 10 Ib FT = 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 1=120/3-2-6,3=120/3-2-6 Max Horz 1=-25(LC 8) Max Upliftl =-1 O(LC 12), 3=-1O(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-99/33, 2-3=-99/33 BOT CHORD 1-3=-7/57 JOINT STRESS INDEX 1 =0.09,2=0.02 and 3=0.09 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10 Ib uplift at joint 1 and 10 Ib uplift at joint 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. \1111111 Illi///� R, LASS STe PE10707787 '� •; STATE OF Q OA s i0 N A LI��,\\\\\��, [III► January 21,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use any with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not TRENCO a truss system. Before use, the building designer must verify the appricabllity of design parameters and property incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A Mi 1,,k Atfilialo is always required for stabirity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job TrussTypeQty SPACING- 2-0-0 P yE8928505 DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.33 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 PU,51s. 82 VCO, 1 1 BCLL 0.0 Code IBC2015/TPI2014 (Matrix) Weight: 21 lb FT=5% BCDL 10.0 Job Reference (optional) NVR, „. __._ ID:rXGal a30j3O9ppDabrxsOgyUXzR-GRiCo5hTEyeeYcvb?yBYFOOW 16X2BmuahSGUBYypE8r 3.2-7 6-4-13 3-2-7 3.2-7 3x4 = 3x4 I'i 3x4 Q Scale = 1:18.3 Plate Offsets (X Y)-- [2.0-2-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.33 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 Rep Stress Incr YES BC 0,68 WB 0.00 Vert(CT) n/a n/a 999 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IBC2015/TPI2014 (Matrix) Weight: 21 lb FT=5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=280/6-4-13, 3=280/6-4-13 Max Horz 1=-59(LC 8) Max Upliftl=-24(LC 12), 3=-24(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-4=-232/68,2-4=-119/76,2-5=-119/76,3-6=-232/68 BOT CHORD 1-3=-16/134 JOINT STRESS INDEX 1 =0.22, 2=0.04 and 3=0.22 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 ze� 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. to bearing withstanding 24 Ib uplift at joint 1 and 24 Ib uplift at joint \\ L B AS3.S 6) Provide mechanical connection (by others) of truss plate capable of ��\\ �\� 7) Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0.78 to G�STER'./Tc�`9�'% 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x will adjust wind uplift reaction a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 _ PE10707787 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. STATE OF rQ 0 '...'NDIA ON AL E� \\�\\ ll[[IIII January 21,2016 A WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll•7473 rev. 10/03/2016 BEFORE USE. ENGINEER Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not TRENCO a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing ,t t,11 T4 Affilialo Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Edenton, NC 27932 ORDERS IVT -01083 4-g.g 4.9.10 46 = 3x4 �i 3x4 4 3x4 1 �� E8928506 VypwCljw6?1 Scale = 1:26.7 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 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. R �Assj� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 Ib uplift at joint 1, 44 Ib uplift at joint 3 P. .•••••••. i� and 11 Ib uplift at joint 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a pE 10707787 wind speed of 115 mph. — 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 = = mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. STATE OF Q 0A1 •' /N41 ANP•° ������� iO N ALIE�\\\\�� January 21,2016 ENGINEERitlG BY AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. TRENC0 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not rate this design into the overall p t:I�d� i�IllliaL� building design. Bracing indicated Is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing fi Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the818 Safety Information available from Tru ss s Pla a Institute, 218 Nof e Lee Street Suite 312, Ales and truss systems, xandria, VOA 2231griterla, DSB•89 and BCSI Building Component EdentonnNCd27932Road 9-7-3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP 999 MT20 197/144 TCLL 30.0 Plate Grip DOL 1.15 TC 0.61 (Roof Snow=30,0)Lumber 1.15 BC 0.33 Vert(LL) n/a Vert(CT) n/a n/a n/a 999 DOL TCDL 10.0 Rep Stress Incr YES WB 0.09 Horz(CT) 0.00 3 n/a n/a Weight: 36 Ib FT = 5% BCLL 0.0 Code IBC2015/TP12014 (Matrix) BCDL 10.0 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=234/9-7-3,3=234/9-7-3,4=411/9-7-3 Max Horz 1=-93(LC 8) Max Upliftl=-32(LC 13), 3=-44(LC 13), 4=-11(LC 12) FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-187/61,2-5=-53/80,2-6=-53/66,3-6=-187/48 BOT CHORD 1-4=-20/78, 3-4=-20/78 WEBS 2-4=-271/71 JOINT STRESS INDEX 1 =0.47,2=0.73,3=0.47 and 4=0.08 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 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. R �Assj� 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 Ib uplift at joint 1, 44 Ib uplift at joint 3 P. .•••••••. i� and 11 Ib uplift at joint 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a pE 10707787 wind speed of 115 mph. — 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 = = mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. STATE OF Q 0A1 •' /N41 ANP•° ������� iO N ALIE�\\\\�� January 21,2016 ENGINEERitlG BY AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. TRENC0 Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not rate this design into the overall p t:I�d� i�IllliaL� building design. Bracing indicated Is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing fi Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the818 Safety Information available from Tru ss s Pla a Institute, 218 Nof e Lee Street Suite 312, Ales and truss systems, xandria, VOA 2231griterla, DSB•89 and BCSI Building Component EdentonnNCd27932Road Job Truss Truss Type Qty Ply DEFL. in (loo) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.43 Vert(LL) n/a n/a 999 E8928507 ORDERS VT -01084 VCOM 1 1 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Job Reference (optional) NVR, 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Aug 10 14:56:10 2015 Page 1 ID:kIW 5ty6vnH W bH RXLggOoBgyUXzN-CggzCmijmZuMov3_6N DOLp5rzvKzffbs9mlaGRypE8p 6-4-13 12-9-10 6.4-13 6.4.13 46 = 46 �- n 7 a 46 �� 3x4 11 5x8 = 3x4 11 Scale =1:33.9 12-9.10 Plate Offsets (X,Y)-- [1:0-5-5.Edge1, [5:0-1-2,Edge1, [7:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/defl L/d PLATES GRIP TCLL 30.0 (Roof Snow=30.0) Plate Grip DOL 1.15 TC 0.43 Vert(LL) n/a n/a 999 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.21 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 5 n/a n/a BCDL 10.0 Code IBC2015/TP12014 (Matrix) Weight: 54 Ib FT = 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=83/12-9-10, 5=83/12-9-10, 7=303/12-9-10, 8=366/12-9-10, 6=366/12-9-10 Max Horz 1=-127(LC 8) Max Uplift1=-37(LC 8), 5=-12(LC 9), 8=-170(LC 12), 6=-170(LC 13) Max Grav 1=113(LC 22), 5=96(LC 24), 7=303(LC 1), 8=385(LC 18), 6=385(LC 19) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-133/106, 2-9=-176/94, 3-9=-93/110, 3-10=-93/102, 4-10=-174/87, 4-5=-114/68 BOT CHORD 1-8=-39/88,7-8=-39188,6-7=-39/88,5-6=-39/88 WEBS 3-7=-217/3, 2-8=-320/212, 4-6=-320/212 JOINT STRESS INDEX 1 =0.03,2=0.12,3=0.47,4=0.12,5=0.03,6=0.09,7=0.27 and 8=0.09 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint 1, 12 Ib uplift at joint 5, 170 Ib uplift at joint 8 and 170 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. e001 00007 ��IIII I I I 11111111 SASS PSS! ,,.....,,, JQtiCj`ST6/��''•, PE10707787 o STATE OF ,;�4uQ 0 .,,,./N i/sS70NALE�\����\\� /IIIIIIIIIII111 January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not THE14CO a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A Mi 1%4( Allilld to Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 818 Seundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Jo s ype Qty P y E8928516 ORDERS 281 F �'CM 1 1 Job Reference o tional TC 0.03 Vert(LL) n/a n/a 999 MT20 197/144 7 Rsn , h,l 9R 9mF MITek Industries. Inc. Mon Aua 10 14:56:17 2015 Page 1 NVR, ID:Cmbve5KCXpn1SCvouSK1vTyUXz5-VAIcgAo67jnM7_5K1Lrt7Hu7Lkljor7umLxSOXypE f 1-4.0 2-8-0 1-4-0 1-4.0 3x4 = Scale = 1:9.6 2 3x4 // 3x4 \\ Plate Offsets X Y -- 2:0-2-0 Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.03 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a Weight: 8 Ib FT = 5% Code IBC2015/TPI2014 (Matrix) BCDL 10.0 LUMBER- TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=98/2-8-0,3=98/2-8-0 Max Ho¢ 1=25(LC 9) Max Upliftl=-7(LC 12), 3=-7(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-78/25, 2-3=-78/25 BOT CHORD 1-3=-7/41 JOINT STRESS INDEX 1 =0.07,2=0.01 and 3=0.07 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 Ib uplift at joint 1 and 7 Ib uplift at joint 3. \�\ \\� B- ASS 7) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. \� Q'\ .......... �%'C�'i� 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a �� �Q` GISTER wind speed of 115 mph. Q. Q••, r i 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 ; mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. PE 10707787 STATE OF Q p 10N4 January 21,2016 A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2016 BEFORE USE. ENGINEERING BY Design valid for use only with Mirek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall TRENCO building design. Bracing indicated Is to prevent buckfng of individual truss web and/or chord members only. Additional temporary and permanent bracing ,� f.ti T�,l: Aftilialn is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, defvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quail Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 VT -01282 7.530 5 JUI ZD ZUl D MI I e ID:27hOQ4r9sPyKNZIeexeJ rnyvv51 2-8-0 5-4-0 2.8.0 2.8.0 3x4 = 3x4 // 3x4 \\ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in TCLL 30,0 Plate Grip DOL 1.15 TC 0.22 Vert(LL) n/a (Roof Snow=30.0) Lumber DOL 1.15 BC 0.45 Vert(CT) n/a TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 BCLL 0.0 Code IBC2015/TPI2014 (Matrix) BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP N0.3 or 2x4 SPF Stud TOP CHORD BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD REACTIONS. (Ib/size) 1=231/6-4-0,3=231/6-4-0 Max Horz 1=-59(LC 8) Max Upliftl =-1 7(LC 12), 3=-17(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-183/60,2-3=-183/60 BOT CHORD 1-3=-16/97 JOINT STRESS INDEX 1 =0.18,2=0.03 and 3=0.18 5K1 E8928517 Scale = 1:18.6 (loc) I/deft Ud PLATES GRIP n/a 999 MT20 197/144 n/a 999 3 n/a n/a Weight: 18 Ib FT = 5% Structural wood sheathing directly applied or 5-4-0 oc purlins. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterjor(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ib uplift at joint 1 and 17 Ib uplift at joint 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. \\�IX►i l I I \0 0 R. LASS�T� Q�G\STERF 9 'i PE10707787 STATE OF ' Q �O ., AI NP' 'ON AL IIII�� III January 21,2016 NGMEERMG BY D WARNING - Verily design parameters and READ NOTES design THIS AND INCLUDED MIara REFE shown PACE Mor on3 rev. Individual 2015 BEFORE USE. TREENCO Design valid for use only with MfTek®connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applIcobility of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A Mi Rd: Aflilial,, Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrcatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Edenton, NC 27932 Job Truss Truss ype =,YPy E6928518 ORDERS VT -01283 VCOM Job Referenceo tional NVR 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Aug 10 14:56:18 2015 Page 1 I D:AhsHSMf2Ym O??CgTMs W XX8ypa7A-zMJ_uVpktl vDl8g W a3MufUQ9N82 W XIP2_?h?YzypE� 4.0.0 ' 4.0.0 Scale = 1:27.2 46 = 4 3x4 \\ 3x4 // 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.59 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.23 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.06 Horz(CT) 0.00 3 n/a n/a Weight: 32 Ib FT = 5% BCLL 0.0 _ Code IBC2015/TPI2014 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=223/8-0-0,3=223/8-0-0,4=283/8-0-0 Max Horz 1=-93(LC 8) Max Uplift1=-46(LC 13), 3=-46(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-159/60,2-5=-48/73,2-6=-46158,3-6=-153/45 BOT CHORD 1-4=-27/73, 3-4=-27/73 WEBS 2-4=-192/45 JOINT STRESS INDEX 1 =0.18,2=0.07,3=0.18 and 4=0.06 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. NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 Ib uplift at joint 1 and 46 Ib uplift at joint 3. 7) "Semi-rigid pltchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. X�<V R. LAS \��� PCS ,,.•...,, SST PE10707787 STATE OF ;' R OT '• �NDIANP•' ���'\� i \` / 0 N A L _� \\� //►1111111 January 21,2016 A WARNING - Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.NGINE ERI No BY Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not TREENCO a truss system. Before use, the building designer must verify the appricabiliiy of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckring of individual truss web and/or chord members only. Additional temporary and permanent bracing A 1,11 T;,k Allilialo Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty ply TCLL 30.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) n/a n/a 999 E8928519 ORDERS VT -01284 VCOM 1 1 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 5 n/a n/a Job Reference (optional) NVK, I.00v 54"o" I a 4 oNIa "I. IIIuu5111.5, ilia m—rluy w w:ao.... io ray. I ID:cLH 1 H7N4gk9cJfeNZbukX5yUXz2-RZsM5rpMeK14N I FI8mt7CizNbXO7Gk4BDfQZ4QypE8g 5-4-0 10-8-0_ 5-4.0 5.4.0 4x6 = 4x6 // 8 7 6 4x6 \\ 3x4 11 3x4 11 3x4 11 Scale = 1:34.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) i/defl Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.43 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.20 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.10 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 Qr+nl inn Code IBC2015ITP12014 (Matrix) Weight: 46 Ib FT = 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=-24/10-8-0, 5=-24/10-8-0, 7=274/10.8-0, 8=386/10-8-0, 6=386/10-8-0 Max Horz1=127(LC 9) Max Uplift1=-123(LC 10), 5=-101(LC 11), 8=-234(LC 12), 6=-234(LC 13) Max Grav 1=161(LC 12), 5=146(LC 13), 7=274(LC 1), 8=422(LC 21), 6=422(LC 22) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-203/143, 2-9=-198/86,3-9=-82/103, 3-10=-82/93, 4-10=-198/78, 4-5=-182/125 BOT CHORD 1-8=-41/94, 7-8=-41/94, 6-7=-41/94, 5-6=-41/94 WEBS 3-7=-188/5, 2-8=-368/289, 4-6=-368/289 JOINT STRESS INDEX 1=0.06,2=0.14,3=0.48,4=0.14,5=0.06,6=0.12,7=0.05 and 8=0.12 Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-9) 1) Wind: ASCE 7-10; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 123 Ib uplift at joint 1, 101 Ib uplift at joint 5, 234 Ib uplift at joint 8 and 234 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. �Q • PE10707787 • ; : STATE OF • / Q.•, ok sS� 0 N A L \\\\\��� /Illllllllllll January 21,2016 A WARNING - Verifydesign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall TRENCOa building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing i1 f.tiTok i�ttilialo Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidA1antic E8992328 ORDERS VT -01285 VCOM 1 1 Job Reference (optional) NVR 7.630 s Jul 28 2015 MiTek Industries, Inc. Mon Sep 14 12:18:57 2015 Page 1 I D:cLH 1 H 7N4gk9cJfeNZbukX5yUXz2-EOCfkq 1 m?NZQvFaecp28F2rvH BjFHxKlmOgjs3ydkAC 8-8-0 134-0 6.8.0 a-8.0 46 = 4x6 // 8 7 6 46 3x4 11 5x6 = 3x4 11 13-4-0 Scale = 1:42.3 Plate Offsets (X Y) f1.0 5 1 Edael [5.0-1-9 Edge] [7:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.44 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.20 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.16 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 Code IRC2015/TP12014 (Matrix) Weight: 62 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=117/13-4-0, 5=117/13-4-0, 7=277/13-4-0, 8=376/13-4-0, 6=376/13-4-0 Max Horz1=160(LC 9) Max Uplift1=-46(LC 8), 5=-19(LC 9), 8=-221 (LC 12), 6=-220(LC 13) Max Grav1=157(LC 22), 5=141(LC 24), 7=277(LC 1), 8=407(LC 21), 6=407(LC 22) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-178/133, 2-9=-199/112, 3-9=-109/129, 3-10=-109/119, 4-10=-196/103, 4-5=-158/94 BOT CHORD 1-8=-61/126, 7-8=-61/126, 6-7=-61/126, 5-6=-61/126 WEBS 3-7=-193/0, 2-8=-337/262, 4-6=-336/261 JOINT STRESS INDEX 1 =0.05,2=0.13,3=0.49,4=0.13,5=0.05,6=0.11,7=0.27 and 8=0.11 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 `��III I I I IIIII// 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 `! 3) Unbalanced snow loads have been considered for this design. ��� \ r f LASSO 4) Gable requires continuous bottom chord bearing. ��� Q• .••"""• . % /� 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 46 Ib uplift at joint 1, 19 Ib uplift at joint 5, �, �` '• i 221 ib uplift at joint 8 and 220 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. _ PE 10707787 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. STATE OF tI �Q 0 .,•/N P 1//sS/ONAi IE�`�,0��\ January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 14II.7473 rev. 10/03/2015 BEFORE USE. ENGINEERING By Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not TRENCIIa truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Info the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A Mi 1M( ldlilia 1. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Jo Truss Truss Type ty Ply 00_MidAtlan6c E8992330 ORDERS VT 01286 VCOM 1 1 Job Reference o tion, n/a 999 (Roof Snow=30.0) Lumber DOL 1.15 aan .iia �a gnu Mirak Industries. Inc. Mon Seo 14 12:18:58 2015 Page 1 NVR, - ID:5XrPUTNib2HTwpCZ71Pz4JyUXz1-iCm 1 xA1 PmhhHX09gAW ZNnFN30a3TON W v?2aHOVydkAB 8.0-0 16-0-0 8-0-0 8.0.0 46 = 46 // a 7 6 46 \\ 3x4 11 5x6 = 3x4 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 30.0 Plate Grip DOL 1.15 TC 0.50 Vert(LL) n/a n/a 999 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.21 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.23 Horz(CT) 0.00 5 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 (Matrix) BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud Scale = 1:50.3 PLATES GRIP MT20 197/144 Weight: 77 Ib FT = 5% 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. (Ib/size) 1=188/16-0-0, 5=188/16-0-0, 7=257/16-0-0, 8=449/16-0.0, 6=449/16-0-0 Max Horz 1=194(LC 9) Max Uplift1=-35(LC 8), 5=-1(LC 9), 8=-257(LC 12), 6=-257(LC 13) Max Grav 1=217(LC 22), 5=192(LC 21), 7=267(LC 24), 8=482(LC 21), 6=482(LC 22) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-212/154, 2-9=-203/138, 3-9=-135/155, 3-10=-135/146, 4-10=-202/129, 4-5=-188/113 BOT CHORD 1-8=-89/162, 7-8=-89/162, 6-7=-89/162, 5-6=-89/162 WEBS 3-7=-191/7, 2-8=-387/298, 4-6=-387/298 JOINT STRESS INDEX 1=0.09,2=0.15,3=0.43,4=0.15,5=0.09,6=0.12,7=0.23 and 8=0.12 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 35 Ib uplift at joint 1, 1 Ib uplift at joint 5, 257 Ib uplift at joint 8 and 257 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for on Individual bullding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckring of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stabifty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. �40 \`�IIIIIIIIII /// � R. LASS PCS,,.......,, �Q ST�R�''•,�'p PE10707787 ' 'o STATE OF OT I AQP S //////III IO N AI IE0\0�`�\ January 21,2016 TRENCONG 818 Soundside Road Edenton, NC 27932 ob Truss Truss Type Qty P y 00_MidAgantic E8992331 ORDERS VT -01287 VCOM 1 1 Job Reference o lionsl NVR,7.630 a Jul 28 2016 MiTek Industries, Inc. Mon Sep 1412:18:59 2015 Paget In•7lPninOKMM PKYznma?wCcW vUXzO-AOKP9W 21 X?g88Yk1 kE4cKTWDF_Otlg82EiJgwxydkAP 9.40 ' 9.4.0 46 = 4x6 // 14 13 12 11 10 46 \\ 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in TCLL 30.0 Plate Grip DOL 1.15 TC 0.54 Vert(LL) n/a (Roof Snow=30.0) Lumber DOL 1,15 BC 0.19 Vert(CT) n/a TCDL 10.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.01 BCLL 0.0 Code IRC2015/TP12014 (Matrix) BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEBS Scale =1:58.4 (loc) i/defl L/d PLATES GRIP n/a 999 MT20 197/144 n/a 999 9 n/a n/a Weight: 95 Ib FT = 5% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. 1 Row at midpt 5-12 REACTIONS. (Ib/size) 1=-4/18-8-0, 12=263/18-8-0, 13=431/18-8-0, 14=339/18-8-0, 9=-4/18-8-0, 11=431/18-8-0, 10=339/18-8-0 Max Horc1=-228(LC 8) Max Uplift1=-163(LC 10), 13=-248(LC 12), 14=-184(LC 12), 9=-124(LC 11), 11=-248(LC 13), 10=-184(LC 13) Max Grav1=250(LC 12), 12=290(LC 24), 13=466(LC 18), 14=358(LC 21), 9=223(LC 13), 11=466(LC 19), 10=359(LC 22) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-344/213, 2-3=-246/124, 3-4=-151/154, 4-15=-212/163, 5-15=-159/183, 5-16=-159/174, 6-16=-212/155, 6-7=-102/105, 7-8=-210/68, 8-9=-307/208 BOT CHORD 1-14=-111/195, 13-14=-111/195, 12-13=-111/195, 11-12=-111/195, 10-11=-111/195, 9-10=-111/195 WEBS 5-12=-211/41, 4-13=-384/297, 2-14=-297/234, 6-11=-384/297, 8-10=-297/234 JOINT STRESS INDEX 1=0.13,2=0.26,3=0.23,4=0.26,5=0.43,6=0.26,7=0.23,8=0.26,9=0.13,10=0.26,11=0.26,12=0.24,13=0.26 and 14=0.26 NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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 163 Ib uplift at joint 1, 248 Ib uplift at joint 13 , 184 Ib uplift at joint 14, 124 Ib uplift at joint 9, 248 Ib uplift at joint 11 and 184 Ib uplift at joint 10. 8) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. \`111111111111 I III��/ R. LASS� i PE10707787 - '� '• STATE OF ;' Q OT ��ND I ANP•' ••..••.•• 11.......... S10N AI 'E1\0\0 January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. E NGI NE E RI t!G BY Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall TRE14CO building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A t:il trdc Afiilialo is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 ob Truss Truss Type Qty P y 00_MidABantic E9078717 ORDERS VT -91090 VCOM 1 1 Job Reference o tional 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Oct 27 10:05:01 2015 Page 1 NVR, ID:4e9QW nx3dU IM9Xciepm3lDyUY_u-_Q8Mf_m I L2fuajDiC15yt?n5ytgTkDOBT43oTKyPG?m 1.9.5 3x4 = 2 Scale = 1:9.6 3x4 �- 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30,0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.14 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCLL 0.0 Code IRC2015/TP12014 (Matrix) RCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No,3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=134/3-6-10,3=13413-6-10 Max Horz1=-26(LC 8) Max Uplift1=-12(LC 12), 3=-12(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-115/39, 2-3=-115/39 BOT CHORD 1-3=-10/71 JOINT STRESS INDEX 1 =0.10,2=0.02 and 3=0.10 PLATES GRIP MT20 197/144 Weight: 10 Ib FT = 5% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-6-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 zeo� 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 12 Ib uplift at joint 1 and 12 Ib uplift at joint 3. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/1015 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, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricailon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. R. LAS ,.....,,, STeAF'•,�� PE10707787 ; STATE OF Q 4 . /ON4"11\\�� IIIIIIIIII 00 January 21,2016 TRENCO 818 Soundside Road Edenton, NC 27932 ob Truss Truss Type Qty P y 00_MtdAtlantic E9078718 ORDERS VT -91091 VCOM 1 1 Job Referenceo tional 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Oct 2710:05:02 2015 Page 1 NVR, ID:Ygipj7yhOoQDmhBuCW H IIQyU Y_t-TchkSKnw6MnlBtoUIIdBQDJ BIHOJTgW KIkpL?nyPG?I 3.8-11 7-1-1i 3.6.11 3.8-11 Scale = 1:18.4 46 = 4 3x4 3x4 II 3x4 �� 3-6-11 3-6-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP 197/144 TCLL 30.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) n/a n/a 999 MT20 (Roof Snow --30,0) Lumber DOL 1.15 BC 0.17 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 3 n/a n/a Weight: 25 Ib FT = 5% BCLL 0.0 Code IRC2015fTP12014 (Matrix) LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud WEBS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=176/7-1-6,3=176/7-1-6.4=272/7-1-6 Max Horz1=-59(LC 10) Max Uplift1=-32(LC 12), 3=-39(LC 13) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-109/42,2-5=-31/51,2-6=-31/43,3-6=-106/34 BOT CHORD 1-4=-13/47, 3-4=-13/47 WEBS 2-4=-194/54 JOINT STRESS INDEX 1 =0.14,2=0.06,3=0.14 and 4=0.06 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. NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MW FRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 Ib uplift at joint 1 and 39 Ib uplift at joint 3. 7) Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 1111111111 111111/fly A. LASS yyi� PE10707787 STATE OF I Q ' 0 !N .off ,.•. I,A,,,. ///ysS /111111111110 0 N A L IE 0110\ ►1111► January 21,2016 AQ, WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. ENGINEERS f1G BY -7 Design valid for use only with MlTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall TRENCO building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A f,11 l;di Aflilmt,, is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty P y 00_MlaA6anuc E9078719 ORDERS VT -91092 VCOM 1 1 Job Reference o tional 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Oct 27 10:05:03 2015 Pagel NVR, in•nnGexTzJ95Y40am4mDr)XaeYUY_s-xpF63goYtgvbpONhJS8QzQsGMhloC6rTwOYuYDyPG?k 5-4.0 10.8-0 5.4-0 5.4.0 Scale = 1:26.2 46 = 3x4 5�' 4 3x4 3x4 11 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in floc) I/defl Ud PLATES GRIP 999 MT20 197/144 TCLL 30.0 Plate Grip DOL 1.15 TC 0.78 1.15 BC 0.41 Vert(LL) n/a Vert(CT) n/a n/a n/a 999 TSnow=30000 Lumber DOL CDLRep Stress Incr YES WB 0.11 Horz(CT) 0.00 3 n/a n/a Weight: 39 Ib FT = 5% BCDL 0.0 Code IRC2015/TPI2014 (Matrix) BCDL 10.0 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=252/10-8-0, 3=252/10-8-0, 4=476/10-8-0 Max Horz1=-93(LC 8) Max Upliftl=-37(LC 12), 3=-49(LC 13), 4=-14(LC 12) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-5=-191/63, 2-5=-55/83, 2-6=-55/68, 3-6=-191/49 BOT CHORD 1-4=-19/79,3-4=-19/79 WEBS 2-4=-321/85 JOINT STRESS INDEX 1=0.56,2=0.88,3=0.56 and 4=0.09 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 z Z-�� 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 \\\\\\1111111111//// // 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. � �' ASS��/iii 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint 1, 49 Ib uplift at joint 3 �� P. ,,.••••••., i�� and 14 lb uplift atjoint 4. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a Q ' wind speed of 115 mph.PE 10707787 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. _ - • • STATE OF .' Q �'., OT '••�ND I ANP,. � �� S'0 N AI 1�\0�\\\\ January 21,2016 ENGINEERING BY A WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. ly upon parameters shown, and is for TRE14CEI Design valid for use only with MITek®connectors, This design is based onan individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing q tai Y,k i111iliat» 818 is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quail ty Criteria, DSB-89 and BCSI Building Component Edenlon,�NC 27932d Safety Information avail able from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss JT'u8,8TypeQty P y oo_MidAtlanticE9078720 ORDERS VT -91093 1 1 Job Reference o tional 7.640 s Sep 29 2015 MITek Industries, Inc. Tue Oct 2710:05:03 2016 Page 1 NVR, D:UDoZ8o xvPox0 LGKxKmNryUY_r-xpF63goYtgvbpONhJS8QzQsMVhL3C6bTWOYuYDyPG?k 7-1-5 4x6 = 4x6 ii 9 8 7 6 4x6 '� 3x4 II 3x6 = 3x4 11 3x4 11 Srale =1:34.6 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.45 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.20 Vert(CT) n/a n/a 999 TCDL 10.0 BCLL 0.0 Rep Stress Incr YES WB 0.12 Horz(CT) 0.00 5 n/a n/a Weight: 58 Ib FT = 5% Code IRC2015/TP12014 (Matrix) BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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. (Ib/size) 1=120/14-2-10, 5=120/14-2-10, 7=311/14-2-10, 9=391/14-2-10, 6=391/14-2-10 Max Horz 1=-127(LC 8) Max Uplift1=-21(LC 8), 9=-159(LC 12), 6=-158(LC 13) Max Grav1=135(LC 22), 5=120(LC 1), 7=311(LC 1), 9=413(LC 18), 6=413(LC 19) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-137/100, 2-10=-164/99, 3-10=-98/114, 3-11=-98/106, 4-11=-161/92, 4-5=-111/62 BOT CHORD 1-9=-38/85, 8-9=-38/85, 7-8=-38/85, 6-7=-38/85, 5-6=-38/85 WEBS 3-7=-229/1, 2-9=-338/200, 4-6=-338/200 JOINT STRESS INDEX 1 =0.03,2=0.12,3=0.45,4=0.12,5=0.03,6=0.10,7=0.07,8=0.03 and 9=0.10 NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 Ib uplift at joint 1, 159 Ib uplift at joint 9 and 158 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 11111111 I I I IIll l/ o R' LASS \\\ P.......... Q Q •. PE10707787 STATE OF R �,�� •.ND I A .. /410111111100 SONAi 1�011�1\\\ January 21,2016 A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. ENGUIEERRAG BY Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A Mi T:,k Altilialn is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlantic E9078721 ORDERS VT -91094 VCOM 1 1 Job Reference o tional NVR, 7.840 s Sep 29 2015 vii I — Industries, Inc. Tue Oct 27 1004 2015 Page 1 ID:U DgZ8o_xvPgxO_LGKxKm NryUY_r-P?pVHOpAezl SRAxtt9ffVePUT 5gBxY6d921S4fyPG?, 8-10-11 17-9-6 5-10-11 8.10-11 4x6 = 46 Xi a 8 7 6 4x6 J 3x4 II 3x6 = 3x4 II 3x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in TCLL 30.0 Plate Grip DOL 1.15 TC 0.62 Vert(LL) n/a (Roof Snow=30.0) Lumber DOL 1.15 BC 0.27 Vert(CT) n/a TCDL 10.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.00 BCLL 0.0 Code IRC2015/TPI2014 (Matrix) BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP N0.3 or 2x4 SPF Stud TOP CHORD BOT CHORD 2x4 SP No,3 or 2x4 SPF Stud BOT CHORD OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=205/17-9-6, 5=205/17-9-6, 7=266/17-9-6, 9=507/17-9-6, 6=507/17-9-6 Max Horz 1 =-1 61 (LC 8) Max Upliftl =-1 4(LC 13), 9=-198(LC 12), 6=-198(LC 13) Max Grav1=206(LC 22), 5=205(LC 1), 7=266(LC 1), 9=536(LC 18), 6=536(LC 19) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-173/141, 2-10=-175/118, 3-10=-123/144, 3-11=-123/137, 4-11=-175/111, 4-5=-139/101 BOT CHORD 1-9=-61/116, 8-9=-61/116, 7-8=-61/116, 6-7=-61/116, 5-6=-61/116 WEBS 3-7=-204/0, 2-9=-427/246, 4-6=-427/246 JOINT STRESS INDEX 1 =0.14,2=0.26,3=0.33,4=0.26,5=0.14,6=0.26,7=0.26,8=0.17 and 9=0.26 Scale = 1:43.2 (loc) I/deft L/d PLATES GRIP n/a 999 MT20 197/144 n/a 999 5 n/a n/a Weight: 76Ito FT=5% Structural wood sheathing directly applied or 6-0-0 oc purlins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- (8-9) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 14 ib uplift at joint 1, 198 Ib uplift at joint 9 and 198 Ib uplift at joint 6. 7) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. \`�II11111111111I //�� \0 � A. LAS PCS Q�GIST� PE10707787 STATE OF Q lS i0 N A LEI \ \\�0\ 111111111 January 21,2016 A WARNING -verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.NGI NE E Rl FIG BY Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not TREENCO a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members any. Additional temporary and permanent bracing A Mi ink nllilKib, Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundsin, NC 27932 Road Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ob Truss Truss Type Qty P y 00_MldAtlantic E9078722 ORDERS VT -91099 VCOM 1 1 Job Reference o clonal (Roof Snow=30.0) Lumber DOL 1.15 BC 0,19 Vert(CT) n/a n/a 999 7.640 s Sep 29 2015 Mi Tek Industries, Inc. Tue Oct 27 10:05:05 2015 Page 1 NVR, ID:yPOxL8_ZgjondBwTter?v3yUY_q-tBNtU MgpPH9J 2KW 3RtAu2rxgCU 1 bgzrm Oi 1 ?c6yPG71 21.4-0 10.8.0 Scale = 1:49.0 46 = 4x6 �i - .e 114 12 11 10 4x6 O 3x6 = 21-4-0 Plate Offsets X Y - 1:0-5-8 Ede 9:0-0-13 Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) n/a rite 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,19 Vert(CT) n/a n/a 999 TCDL 10.0 BCLL Rep Stress Incr YES WB 0.27 Horz(CT) 0.01 9 n/a n/a Weight: 98 ib FT = 5% ^0.0 Code IRC2015/TPI2014 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=99/21-4-0, 12=299/21-4-0, 14=431/21-4-0, 15=344/21-4-0, 9=99/21-4-0, 11=431/21-4-0, 10=344/21-4-0 Max Horz 1=-195(LC 8) Max Upiiftl=-47(LC 8), 14=-171(LC 12), 15=-129(LC 12), 9=-9(LC 9), ll=-171(LC 13), 10=-129(LC 13) Max Gravl=140(LC 22), 12=301(LC 24), 14=483(LC 18), 15=349(LC 21), 9=119(LC 24), 11=483(LC 19), 10=349(LC 22) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-199/155, 2-3=-197/100, 3-4=-103/119, 4-16=-184/149, 5-16=-150/175, 5-17=-150/169, 6-17=-184/143, 6-7=-39/70, 7-8=-148/38, 8-9=-156/95 BOT CHORD 1-15=-77/143, 14-15=-77/143, 13-14=-77/143, 12-13=-77/143, 11-12=-77/143, 10-11=-77/143, 9-10=-77/143 WEBS 5-12=-223/0, 4-14=-401/221, 2-15=-277/169, 6-11=-401/221, 8-10=-277/169 JOINT STRESS INDEX 1 =0.14, 2=0.26,3=0.24,4=0.26,5=0.40,6=0.26,7=0.24,8=0.26,9=0.14, 10=0.26, 11 =0.26, 12=0.26, 13=0.17, 14=0.26 and 15=0.26 NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category 11; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 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 47 Ib uplift at joint 1, 171 Ib uplift at joint 14, 129 Ib uplift at joint 15, 9 Ib uplift at joint 9, 171 Ib uplift at joint 11 and 129 Ib uplift at joint 10. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. \\011 11///, \\\`� R, LAS PE10707787 STATE OF R 0'./ P '�\ January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. ENGINEERING By Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall TRENCO building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A I'A Tot: Aflilial� is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside NC 279Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 72314. 3x6 // 10.00 F12 r.GSu 5 Jul Le 4v 1 a ml I ert lila uau i ' " ID:70RF3sPOrUa_5gYyZkTt?HzGzGr-noSzmQHRBX?1 Dqc 8-1-8 16-3-0 8.1.8 8.1-8 46 = E8992349 Scale = 1:41.8 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. 11 3x6 '\� 4x6 //4x6 27 26 25 24 23 22 21 20 19 18 17 16 3x6 = 16-3-0 16-3-0 Plate Offsets X Y - 1:0-5-5 Ede 15:0-1-2 Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.11 Horz(CT) 0.00 15 n/a n/a BCLL 0.0 Code IRC2015/TP12014 (Matrix) Weight: 106 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=53/16-3-0, 15=53/16-3-0, 21=100/16-3-0, 22=136/16-3-0, 24=134/163-0, 25=133/16-3-0, 26=134/16-3-0, 27=133/16-3-0, 20=136/16-3-0, 19=134/16-3-0, 18=133/16-3-0, 17=134/16-3-0, 16=133/16-3-0 Max Horz 1=-164(LC 8) Max Uplift1=-60(LC 10), 15=-27(LC 11), 22=-48(LC 12), 24=-63(LC 12), 25=-57(LC 12), 26=-58(LC 12), 27=-57(LC 12), 20=-45(LC 13), 19=-64(LC 13), 18=-57(LC 13), 17=-58(LC 13), 16=-57(LC 13) Max Grav1=117(LC 12), 15=95(LC 13), 21=148(LC 24), 22=173(LC 18), 24=141(LC 18), 25=137(LC 21), 26=138(LC 21), 27=137(LC 21), 20=173(LC 19), 19=141(LC 19), 18=137(LC 22), 17=138(LC 22), 16=137(LC 22) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-193/134, 2-3=-141/115, 3-4=-111/85, 4-5=-96/93, 5-6=-99/83, 6-28=-93/111, 7-28=-84/116, 7-8=-132/143, 8-9=-132/143,9-29=-84/97, 10-29=-93/92, 10-11=-62/47, 11-12=-45/43, 12-13=-74/35, 13-14=-107/64, 14-15=-159/106 BOT CHORD 1-27=-86/135, 26-27=-86/135, 25-26=-86/135, 24-25=-86/135, 23-24=-86/135, 22-23=-86/135, 21-22=-86/135, 20-21=-86/135, 19-20=-86/135, 18-19=-86/135, 17-18=-86/135, 16-17=-86/135, 15-16=-86/135 WEBS 8-21=-132/81, 7-22=-146/64,6-24=-115/79, 5-25=-111/73, 3-26=-112/75, 2-27=-107/69, 9-20=-146/61, 10-19=-115/80, 11-18=-110/73, 13-17=-112/75,14-16=-107170 /r JOINT STRESS0.05, 2INDEX0 04, 3 = 0.04, 4 = 0.03, 5 = 0.04, 6 = 0.04, 7 = 0.06, 8 = 0.10, 9 = 0.06, 10 = 0.04, 11 = 0.04, 12 = 0.03, 13 = 0.04, 14 = 0.04, 15 = 0 Ql��1j1110 011j17/�/p 03, 18 = 0.03, 19 = 0.03, 20 = 0.04, 21 = 0.03, 22 = 0.04, 23 = 0.05, 24 = 0.03, 25 = 0.03, 26 = 0.03 and 27 = 0.03 LSSA //�/� NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS '•• (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 - PE 10707787 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. : STATE OF Q 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 60 Ib uplift at joint 1, 27 Ib uplift joint joint 15, O /N 48 lb uplift at joint 22, 63 lb uplift at joint 24, 57 Ib uplift at joint 25, 58 lb uplift at joint 26, 57 Ib uplift at joint 27, 45 Ib uplift at joint 20, 64 i� T ,,• O �•A?�,.• • N \\� Ib uplift at joint 19, 57 Ib uplift at joint 18, 58 lb uplift at joint 17 and 57 Ib uplift at joint 16. \\ 9) Design ked ld forr ASCE 7-11reaks i0u timate wind speedheels" Member t 11ty 0 mph model (3 second gust), wind reaction xdesign 0.778 ill adjtruss. ust wind uplift reaction to a/77�SS"ONAL��\\\ 9 IIIIIIIII wind speed of 115 mph. 2016 10) Design checked for ASCE 7-10 ultimate Wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of January 21, 2016 peaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAOE MII.7473 rev. 10/03/2015 BEFORE USE.riE ERI NG BY Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not TNEECO a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A bli lok Allilialn Is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 ob T(USS runs Type ty P y 00 MIdAUan9c E8992349 ORDERS VT -93123 VCOM 1=, 1 Job Reference 7 830 One" s Jul 28 2015 MiTek industries, Inc. Mon Sep 14 12:22:04 2015 Page 2 NVR, ID:70RF3s POrUa_SgYyZkTt7HzGzGr-F_OL_m I4yr7ur_Na3av7KU4xnZaVbXNHm_d7wjydk7H A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2016 BEFORE USE. ENGINEERING 9Y Design valid for use only with Mffek® connectors. This design is based only upon parameters shown, and is for an individual building component, not THEWa truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overallbuilding design. Bracing indicated is to prevent buckling of indivi uol truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 SonndsIde NC 279Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ORDERS JVTTruss --93124 lvCOMiruss Iype � r ' E8992350 1 1 Job Reference (optional) 10.8.0 Scale = 1:49.0 46 = 4x6 15 �i 14 13 12 11 10 4x6 3x6 = Plate Offsets X Y - 1:0-5-8 Ede 9:0-0-13 Ed e LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Lid PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.56 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.19 Vert(CT) n/a n/a 999 TCDL 10.0 0.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.01 9 n/a n/a Weight: 98 Ib FT = 5% BCLL Code IRC2015/TP12014 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=99/21-4-0, 9=99/21-4-0, 13=299/21-4-0, 14=431/21-4-0, 15=344/21-4-0, 11=431/21-4-0, 10=344/21-4-0 Max Horz 1 =-1 95(LC 8) Max Upliftl=-47(LC 8), 9=-9(LC 9), 14=-171(LC 12), 15=-129(LC 12), 11=-171(LC 13), 10=-129(LC 13) Max Gravl=140(LC 22), 9=119(LC 24), 13=301(LC 24), 14=483(LC 18), 15=349(LC 21), 11=483(LC 19), 10=349(LC 22) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-199/155, 2-3=-197/100, 3-4=-111/119, 4-16=-184/149, 5-16=-150/175, 5-17=-150/169, 6-17=-184/143, 6-7=-47/70, 7-8=-148/36, 8-9=-156/95 BOT CHORD 1-15=-77/143, 14-15=-77/143, 13-14=-77/143, 12-13=-77/143, 11-12=-77/143, 10-11=-77/143, 9-10=-77/143 WEBS 5-13=-223/0, 4-14=-401/221, 2-15=-277/169, 6-11=-401/221, 8-10=-277/169 JOINT STRESS INDEX 1=0.14,2=0.26,3=0.18,4=0.26,5=0.41,6=0.26,7=0.18,8=0.26,9=0.14,10=0.26,11=0.26,12=0.17,13=0.26,14=0.26 and 15=0. NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for \\\\\\III111 IL reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category It: Exp B; Partially Exp.; Ct=1.1 B. 7 3) Unbalanced snow loads have been considered for this design. P� '",•••' SST/�� 4) All plates are 3x4 MT20 unless otherwise indicated. �\\\`�Q, 1STFq ,• �;9 i� 5) Gable requires continuous bottom chord bearing. ` Q%�• i 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 47 Ib uplift at joint 1, 9 Ib uplift at joint 9, 171 _ PE 10707787 Ib uplift at joint 14, 129 ib uplift at joint 15, 171 Ib uplift at joint 11 and 129 Ib uplift at joint 10. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. _ 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a • • wind speed of 115 mph. fl STATE OF Q 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of (� ; 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. S' O N A L I0 Illllt January 21,2016 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,1II.7473 rev. 10/03/2015 BEFORE USE. E NGI NE E R� NG BY Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not TRE"40 a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overallbuilding design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing lilia to Is always required for stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information avallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 rIORIERI TrussTruss Type ty P y�J.b ��c�� E8992351 VT -93125 VCOM 1 NVR, 7.630 s Jul 28 2015 Mi Tek Industries, Inc. Mon Sep 14 12:22:06 2015 Page 1 ID:3mZOUYQGN5riL iKgBWL41zGzGp-CN76PSJKUSNc4HXzB?XTPVAAdNDZ3NLaEl6D_cydk 12-0-0 24-0-0 12.0.0 12.0.0 Scale = 1:55.0 46 = 4x6 46 ij 14 13 12 11 10 5x6 = 24-0-0 Plate Offsets X Y - 1:0-5-8 Ede 9:0-0-13 Ede 12:0-3-0 0-3-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid TCLL 30.0 TC 0.56 Vert(LL) n/a n/a 999 PLATES GRIP MT20 197/144 Plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.20 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.27 Horz(CT) 0.01 9 n/a n/a BCLL 0.0 (Matrix) Weight: 115 Ib FT = 5% Code IRC2015/TPI2014 BCDL 10.0 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 5-12 REACTIONS. (Ib/size) 1=171/24-0-0, 9=171/24-0-0, 12=306/24-0-0, 13=414/24-0-0, 14=418/24-0-0, 11=414/24-0-0, 10=418/24-0-0 Max Horz 1 =-220(LC 10) Max Upllft1=-36(LC 8), 13=-165(LC 12), 14=-158(LC 12), 11=-165(LC 13), 10=-158(LC 13) Max Grav1=201(LC 22), 9=173(LC 19), 12=320(LC 24), 13=481(LC 18), 14=425(LC 21), 11=481(LC 19), 10=425(LC 22) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-209/172, 2-3=-204/100, 3-4=-109/126, 4-15=-196/172, 5-15=-170/198, 5-16=-170/192, 6-16=-196/167, 6-7=-36/69, 7-8=-150/50, 8-9=-170/103 BOT CHORD 1-14=-92/164, 13-14=-92/164, 12-13=-92/164, 11-12=-92/164, 10-11=-92/164, 9-10=-92/164 WEBS 5-12=-239/17, 4-13=-405/214, 2-14=-331/200, 6-11=-405/214, 8-10=-331/201 JOINT STRESS INDEX 1=0.14,2=0.26,3=0.25,4=0.26,5=0.43,6=0.26,7=0.25,8=0.26,9=0.14,10=0.26,11=0.26,12=0.25,13=0.26 and 14=0.26 NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 �� R, LASS 3) Unbalanced snow loads have been considered for this design. All 3x4 MT20 unless otherwise indicated. `� P ••�••�•• �Q, ,(` //i, J' 4) plates are 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. \\`� Q�GISTER•• •; 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 36 Ib uplift at joint 1, 165 Ib uplift at joint 13, _ PE 10707 787 _ 158 Ib uplift at joint 14, 165 Ib uplift at joint 11 and 158 Ib uplift at joint 10. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 130 wind reaction x 0.78 will adjust wind uplift reaction to a _ • �� • 9) Design checked for ASCE 7-10 ultimate wind speed at mph (3 -second gust), STATE OF wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of �Q •�� moi/ �/ '•,•/Np 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. 0x, ANP•: �� 1//SSS 0 N A L 0 r ►jjljl►►► January 21,2016 E AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. NGRJEERING DY���0 7 m Design varid for use only with M1Tek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall p t.1i i�dc Alliliab, building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord mebers only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component o, NC a Road Ed Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenttonn, NC 27932 Job Truss Truss Type Qty P y 00_MidAtlandc 18992352 ORDERS VT -93126 VCOM 1 Y7 Job Reference o tional 7.630 s Jul 28 2016 MiTek Industries, Inc. Mon Sep 1412:22:07 2015 Page 1 NVR, ID:3mZ0UYQGN5dI- lKg8WL41zGzGp-gZhUcoKyFmVTiR69IjSix6lSYmcOorrjSysnX2ydk7E 12-2-11 Scale =1:56.0 4x6 = 11 Truss designed for wind loads in the plane of the truss only. 9.00 12 For studs exposed to wind (normal to the face), see 10 2 Standard Industry Gable End Details as applicable, or � consult qualified building designer as per ANSI1TPI 1. 3x6 7 15 3x8 16 5 8 17 18 4 19 3 20 2 21 1 46 �i4x6 38 37 36 35 34 33 32 31 30 29 28 27 28 25 24 23 22 5x6 = 5x6 = 24-5-5 24-5-5 Plate Offsets X Y - 1:0-5-8 Ede 21:0-0-13 Ede [27:0-3-0,0-3-01, [33:0-3-0.0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/def] Lid TCLL 30,0 TC 0.10 Vert(LL) n/a n/a 999 PLATES GRIP MT20 197/144 Plate Grip DOL 1.15 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.20 Horz(CT) 0.01 21 n/a n/a BCLL 0.0 (Matrix) Weight: 191 Ib FT = 5% Code IRC2015/TPI2014 BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud 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. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud WEBS 1 Row at midpt 11-30 REACTIONS. (lb/size) 1=54/24-5-5, 30=105/24-5-5, 31=136/24-5-5, 32=134/24-5-5, 33=133/24-5.5, 34=133/24-5-5, 35=133/24-5-5, 36=133/24-5-5, 37=133/24-5-5, 38=136/24-5-5,29=136/24-5-5, 28=134/24-5-5,27=133/24-5-5, 26=133/24-5-5, 26=133/24-5-5,24=133/24-5-5, 23=133/24-5-5, 22=136/24-5-5, 21=54/24-5-5 Max Horz1=225(LC 9) Max Upliftl=-82(LC 10), 31=-33(LC 12), 32=-58(LC 12), 33=-50(LC 12), 34=-51(LC 12), 35=-51(LC 12), 36=-51(LC 12), 37=-51 (LC 12), 38=-52(LC 12), 29=-26(LC 13), 28=-61 (LC 13), 27=-50(LC 13), 26=-51 (LC 13), 25=-51 (LC 13), 24=-51 (LC 13), 23=-51 (LC 13), 22=-52(LC 13), 21=-37(LC 11) 21 Max Grav39(L 36=136(C 21)371135(LC 21), 3811139(LC 21), 29=187(LC 119), 28=177C19),7140(C 19), 26136(LC 22) , 25=136(LC 22), 24=136(LC 22), 23=135(LC 22), 22=139(LC 22), 21=115(LC 13) FORCES. (]b) - Maximum Compression/Maximum Tension 2-3=-209/166, 3-4=-167/148, 4-5=-139/130, 5-6=-124/110, 6-7=-109/119, 7-8=-114/126, 8-39=-112/145, TOP CHORD 1-2=-256/183, 9-39=-97/154, 9-10=-156/186, 10-11=-180/205, 11-12=-180/205, 12-13=-156/173, 13-40=-97/121, 14-40=-112/113, 14-15=-73/75, 15-16=-41/46, 16-17=-67/37, 17-18=-78/53, 18-19=-108/71, 19-20=-158/99, 20-21=-204/137 BOT CHORD 1-38=-114/175, 37-38=-114/175, 36-37=-114/175, 35-36=-114/175, 34-35=-114/175, 33-34=-114/175, 32-33=-114/175,// 30-31=-114/175, 29-30=-114/175, 28-29=-114/175, 27-28=-114/175, 26-27=-114/175, 25-26=-114/175, 31-32=-114/175, 24-25=-114/175, 23-24=-114/175, 22-23=-114/175, 21-22=-114/175 4-36=-109/67, 3-37=-109/67,\\ \\\ L // �' hiss/ WEBS 11-30=-184/123, 10-31=-161/49, 9-32=-151/74, 8-33=-113/66, 7-34=-109/67, 5-35=-109/67, 15-26=-109/67,17-25=-109/67,18-24=-109/67, \ %(� // 2-38=-108/64,12-29=-161/42,13-28=-151/77,14-27=-113/66, 19-23=-109/67, 20-22=-108/65 �\` QQ• �,.••"'••., • /� \` (� Q�G�ST�RF' ,''9 •• JOINT STRESS INDEX '• 0.26,0.26, 6==- �I.26 9 P22, = 0�6 0.26, 19 20.26? 03 0.26621 = 0.14, 22 0.26623= 0.26, 24 0.26, 25 0.2626 = 0.26627 = 0.226 83,12 = 0.2629 = 0.26630 = 0.26, 31.26,14 0.26 32 34 35 = 0.26, 36 = 0.26, 37 = 0.26 and 38 = 0.26 - NOTES- (9-10)MW FRS 1) Wind: ASCE 7-10; Vuit=130mph (3 -second gust) Vasd=103mph: TCDL=6.Opsf; BCDL=6.0psf; h=33ft; Cat. 11; Exp B; enclosed; forces & MWFRS for •� STATE OF •, /ND (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and Ok'•" I ANP \ reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 y 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp B; Partial/ Exp.; Ct=1.1 �\ o iderindicated. this design. snow beenconsidered loadMT2 i//SION AI 4) A11 plates adre 3x4 unless oth iE�\\\�` 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. January 21,2016 l;onunuea on page c A WARNING - Verify design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. not NGINEERING BY TREENCO Design valid for use only with Mlrek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A Mi TM, Mliliatrr Is always required for siability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 818 fabrication, storage, defvery, erection and bracing of trusses and truss systems, seeAN51/rPl1 Quality Criteria, DSB•89 and SCSI Building Component Edenton, NCd27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 00_Miamanuc E8992352 ORDERS VT -93126 VCOM 1 1 Job Reference (optional) 7.630 s Jul 28 2016 MiTek Industries, Inc. Mon Sep 1412:22:08 2016 Page 2 NVR, ID:3mZOUYQGN5dL_IK98W L4izGzGp•8IFsp8La03dJKbhLIQzxU KFdIAyFXlvshcbK3Uydk7D NOTES- (9-10) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 82 Ib uplift at joint 1, 33 Ib uplift at joint 31, 58 Ib uplift at joint 32, 50 Ib uplift at join 33, 51 Ib uplift at joint 34, 51 Ib uplift at joint 35, 51 Ib uplift at joint 36, 51 Ib uplift at joint 37, 52 Ib uplift at joint 38, 26 Ib uplift at joint 29, 61 Ib uplift at joint 28, 50 Ib uplift at joint 27, 51 Ib uplift at joint 26, 51 Ib uplift at joint 25, 51 Ib uplift at joint 24, 51 Ib uplift at joint 23, 52 Ib uplift at joint 22 and 37 Ib uplift at joint 21. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ENGINEERING BY A WARNING -verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. TRE14CO Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall „f.li Lda Affiliob- building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the 818 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Edenton, Safety 27932d Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 00_MidAtlantic E8992353 ORDERS VT -93127 VCOM 1 1 Job Reference o tional an•a ne;retr i,..�,iNdac Inc —n Ran to 12:22:09 2015 Paye 1 NVR, . _ .... ID;Yz70huRu8PzZy7HXEs1adwzGzGo-cypElULCnNmAxIGYs8VAlXnoualQGodOwGLubxydk7C 6-7-12 13-3-8 6.7-12 6-7.12 4x6 = Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Qf.—I—I lvi—f- rahia Fnd rtatailc as applicable, or ANSUTPI 1. 46 �i 18 15 14 13 12 1t 10 46 '� 5x8 = Scale: 3/8"=1' Plate Offsets (X Y) J1:0-5-8, Ed -gel, [9:0-0-13, Ed -gel, 1`13:0-3-0,0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) I/deft L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.06 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.05 Horz(CT) 0.00 9 n/a n/a BCLL 0.0 Code IRC2015/TP12014 (Matrix) Weight: 71 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=101/13-3-8, 9=101/13-3-8, 13=101/13-3-8, 14=145/13-3-8, 15=101/13-3-8, 16=224/13-3-8, 12=145/13-3-8, 11=101/13-3-8, 10=224/13-3-8 Max Horz 1=118(LC 9) Max Upliftl=-15(LC 8), 14=-49(LC 12), 15=-42(LC 12), 16=-84(LC 12), 12=-47(LC 13), l l=-43(LC 13), 10=-84(LC 13) Max Grav 1=114(LC 22), 9=101(LC 1), 13=126(LC 24), 14=169(LC 18), 15=102(LC 21), 16=228(LC 21), 12=169(LC 19), 11=103(LC 22), 10=227(LC 22) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-112/97, 2-3=-93/62, 3-17=-74/78, 4-17=-52/81, 4-5=-102/110, 5-6=-102/110, 6-18=-52/64, 7-18=-62/60, 7-8=-63/28, 8-9=-87/67 BOT CHORD 1-16=-57/90, 15-16=-57/90, 14-15=-57/90, 13-14=-57/90, 12-13=-57/90, 11-12=-57/90, 10-11=-57/90, 9-10=-57/90 WEBS 5-13=-101/41, 4-14=-139/65, 3-15=-87/57, 2-16=-174/103, 6-12=-139/63, 7-11=-88/58, 8-10=-173/103 JOINT STRESS INDEX 1=0.04,2=0.06,3=0.03,4=0.05,5=0.07,6=0.05,7=0.03,8=0.06,9=0.04,10=0.05,11=0.02,12=0.04,13=0.04,14=0.04,15=0.02 and —0.0,� NOTES. (9-10)—� 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. 11; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for \\�)1111I I IIIII�� reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp B; Partial) Exp.; Ct=1.1 \\��� a' LASS 3) Unbalanced snow loads have been considered for this design. y ��� P\ ••""'•• , ��� 4) All plates are 3x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. Q% 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 15 Ib uplift at joint 1, 49 Ib uplift at joint 14, PE 10707 787 42 Ib uplift at joint 15, 84 lb uplift at joint 16, 47 Ib uplift at joint 12, 43 Ib uplift at joint 11 and 84 Ib uplift at joint 10. 8) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. , STATE OF Q 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of . 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. T •.ND AN ,: 0 N AI IV�\\\`\\\ I I January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1,1II.7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with Mile& connectors. This design is based any upon parameters shown, and is for an Individual building component, not THENCOa truss system. Before use, the building designer must verify the appllcobllity of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A tai ink Affili.ilo Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see-ANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type Qty Ply 00_MidAtlanec E9095373 ORDERS VT -93328 VHIP 1 1 Job Reference (optional) NVR, 7.640 s Sep 29 2015 M1 —Industries, Inc. Tue Nov 03 11:17:39 2015 Page 1 ID:IaKAcgd4m EyLsDkGpy_9Z3yUYnf-f?M97CNtzzifm U DUJ9OzZHMxSL5QzOQoy7JGDyyMwPC 7.4.011.4.0 18.8.0 7-4-0 4.0.0 7-4.0 3x8 // 3x6 \\ Scale = 1:43.2 4x6 // 15 14 13 12 11 10 4x6 \\ 3x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.68 Vert(LL) n/a n/a 999 MT20 1971144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.20 Vert(CT) n/a n/a 999 TCDL 10.0 0.0 Rep Stress Incr YES WB 0.40 Horz(CT) 0.01 9 n/a n/a Weight: 90 Ib FT = 5% BCLL Code IRC2015/TPI2014 (Matrix) RML 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=20/18-8-0, 9=20/18-8-0, 12=286/18-8-0, 14=368/18-8-0, 15=366/18-8-0, 11=368/18-8-0, 10=366/18-8-0 Max Horz 1 =-1 79(LC 8) Max Uplift1=-145(LC 10), 9=-137(LC 11), 12=-18(LC 9), 14=-187(LC 12), 15=-210(LC 12), 11=-184(LC 13), 10=-211(LC 13) Max Grav 1=271(LC 12), 9=265(LC 13), 12=462(LC 29), 14=624(LC 30), 15=638(LC 30), 11=624(LC 30), 10=638(LC 30) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-365/258, 2-16=-352/84, 3-16=-220/154, 3-4=-294/82, 4-17=-126/78, 5-17=-126/78, 5-18=-126/78, 6-18=-126/78, 6-7=-294/82, 7-19=-212/98, 8-19=-345/69, 8-9=-357/258 BOT CHORD 1-15=-137/222, 14-15=-137/222, 13-14=-137/222, 12-13=-137/222, 11-12=-137/222, 10-11=-137/222, 9-10=-137/222 WEBS 5-12=-384/66, 3-14=-541/236, 2-15=-591/262, 7-11=-541/233, 8-10=-591/264 JOINT STRESS INDEX 1=0.13,2=0.26,3=0.26,4=0.37,5=0.26,6=0.37,7=0.26,8=0.26,9=0.13,10=0.26,11=0.26,12=0.26,13=0.17,14=0.26and1 =0.26 NOTES- (10-11) 1) Wind: ASCE 7-10; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=6.0psf; BCDL=6.0psf; h=33ft; Cat. II; Exp B; enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise indicated. 6) Gable requires continuous bottom chord bearing. 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 145 Ib uplift at joint 1, 137 Ib uplift at joint 9, 18 Ib uplift at joint 12, 187 Ib uplift at joint 14, 210 Ib uplift at joint 15, 184 Ib uplift at joint 11 and 211 Ib uplift at joint 10. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 11) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. \\\0111llll ////7/ R. LAS '/// •,� PE10707787 '� •; STATE OF Q O� NI) I AQP•' . / sSIONAI IE\�� 0 0/11111110 January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not TREAMa truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A f.11 T.,I( Allilialn Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPll Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NO 27932 Job Truss TrussType Ofy Ply 00_MidAtiantic E8992484 ORDERS VT -93484 1 1 Job Reference (optional) age 1 7.630 s Jul 28 2016 Mi I ek Industries, Inc. Mon Sep 1412:26:49 2015 P NVR, ln, NVMd.IdC7tFDnP1 Zf8H2m UovUnOz-Ppk5oDkrrP 1 SXngMGxW q NaOd7SrrtP7DIgAiPiydk2q 13-2.7 11.3-02-2.11 245.5 11.3-410-11-71 -11.7 11.2.14 0-11.13 Scale = 1:56.0 46 = 11 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 9.00 12 10 12 consult qualified building designer as per ANSUTPI 1. 3x6 �' 7 15 3x8 6 43 44 16 5 17 45 18 4 41 19 3 42 20 2 21 1 4x6 i 27 26 40 39 38 37 36 35 34 33 32 31 30 29 28 25 24 23 22 46 3x6 = 3x6 = 13.2-7 11-3-0 2.2-11 245-5 11-3.4 11-7 11-2-14 0.11-13 Plate Offsets X Y - 1:0-5-8 Ede 21:0-0-13 Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] Ud PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.07 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress [nor YES WB 0.16 Horz(CT) 0.01 21 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 (Matrix) Weight: 193 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 or 2x4 SPF Stud JOINTS 1 Brace at Jt(s): 43, 44, 46 OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=63/24-5-5, 33=147/24-5-5, 34=130/24-5-5, 36=134/24-5-5, 37=133/24-5-5, 38=133/24-5-5, 39=133/24-5-5, 40=136/24-5-5, 29=145/24-5-5, 28=131/24-5-5, 26=134/24-5-5, 25=133/24-5-5, 24=133/24-5-5, 23=133/24-5-5, 22=136/24-5-5, 21=63/24-5-5, 31=26/24-5-5, 32=157/24-5-5, 30=156/24-5-5 Max Horz 1 =-225(LC 8) Max Upliftl=-76(LC 10), 33=-69(LC 12), 34=-49(LC 12), 36=-51 (LC 12), 37=-51(LC 12), 38=-51 (LC 12), 39=-51 (LC 12), 40=-52(LC 12), 29=-73(LC 13), 28=-49(LC 13), 26=-50(LC 13), 25=-51 (LC 13), 24=-51 (LC 13), 23=-51 (LC 13), 22=-52(LC 13), 21=-41(LC 11), 32=-5(LC 9) Max Gray 1=166(LC 12), 33=197(LC 18), 34=135(LC 18), 36=136(LC 21), 37=136(LC 21), 38=136(LC 21), 39=135(LC 21), 40=139(LC 21), 29=194(LC 19), 28=136(LC 19), 26=136(LC 22), 25=136(LC 22), 24=136(LC 22), 23=135(LC 22) , 22=139(LC 22), 21=142(LC 13), 31=39(LC 5), 32=207(LC 18), 30=207(LC 19) A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. E NGt NE E f:i r•1G BY Design valid for use only with Wek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall TRENCO building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A Ili lock Aflili.i to Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside NC 279Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. FORCES. (lb) - Maximum Compresslon/Maximum Tension TOP CHORD 1-2=-288/172,2-3=-242/154, 3-4=-192/136, 4-5=-143/118, 5-6=-1l29/87,6-7=-1 10/100, 7-8=-119/92, 8-47=-107/99, 9-47=-74/108,9-10=-131/148, 10-11=-139/145, 11-12=-139/146, 12-13=-131/135, 13-48=-64/74, 14-48=-78/65, 14-15=-75/42, 15-16=-60/43, 16-17=-86/29, 17-18=-109/61, 18-19=-153/92, 19-20=-203/131, 20-21=-249/169 IIIA/// BOT CHORD 1-40=-140/211, 39-40=-140/211, 38-39=-140/211, 37-38=-140/211, 36-37=-140/211, 35-36=-140/211, 34-35=-140/211, i\111111 33-34=-140/211, 32-33=-140/211, 31-32=-140/211, 30-31=-140/211, 29-30=-140/211, 28.29=-140/211, 27-28=-140/211, 26-27=-140/211, 25-26=-140/211, 24-25=-140/211, 23-24=-140/211, 22-23=-140/211, 21-22=-140/211 \\ \� R. LASS %� WEBS 9-33=-167/87,8-34=-110/64,7-36=-109/67,6-37=-109/67, 4-38=-109/67,3-39=-109/67,2-40=-108/64,13-29=-165/90, 14-28=-110/64, 15-26=-109/67, 17-25=-109/67, 18-24=-109/67, 19-23=-109/67, 20-22=-108/64, 41-46=-1/1, 42-46=-1/1, �� Q' ,.••••••, / ��� Q` ;!'G�STER IN 43-45= 1/2, 44-45=-1/2, 11-45=-86/63, 31-46=-7/0, 32-41=-179/22, 41-43=-182/22, 10 43=-172/26, 30-42=-178/10, ` P`i ��% i 42-44=-182/0,12-44=-172/10 PE10707787 •; - _- JOINT STRESS INDEX 1=0.14,2=0.26,3=0.26,4=0.26,5=0.26,6=0.17,7=0.26,8=0.26,9=0.26,10=0.26,11=0.33,12=0.26,13=0.26,14=0.2G15=0.26,16=0.17,17=0. 6,18- 0,26, 19 = 0.26, 20 = 0.26, 21 = 0.14, 22 = 0.26, 23 = 0,26, 24 = 0,26, 25 = 0.26, 26 = 0.26, 27 = 0.17, 28 = 0.26, 29 = 0.26, 30 = 0.26, 31{ 0j2&' 32 = n 9A Aq=n 26, 34 W ON 35 = 0.17, 36 = 0.26, 37 = 0.26, 38 = 0.26, 39 = 0.26, 40 = 0.26, 41 = 0.26, 42 = 0.26, 43 = 0.26, 44 = 0.26, 45 = 0.26 and 46 = 0.264,,• STATE OF ! R NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.0 sf; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; enclosed; MWFRS left and right exposed ;C -C for members and forces & MW FRS for , �i 0 '•. �/�/ P .•' •��/� �� (envelope) gable end zone and C -C Exter]or(2) zone; cantilever s DOL=1.60 S70NALE�\\\�� reactions shown; Lumber DOL=1,60 plate grip 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category ll; Exp B; Partially Exp.; Ct=1.1 /�IIIII I I I I I I IIII\ 3) Unbalanced snow loads have been considered for this design. 4) All plates are 3x4 MT20 unless otherwise indicated. January 21,2016 f51r*ablla-raaukascontinuous bottom chord bearing. A WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 10/03/2015 BEFORE USE. E NGt NE E f:i r•1G BY Design valid for use only with Wek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall TRENCO building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A Ili lock Aflili.i to Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPl1 Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside NC 279Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty Ply 00_MidABanuc E8992484 ORDERS VT -93484 VCOM 1 1 Job Reference o tional 7.630 a JUI 28 2016 MiTek Industries, Inc. Mon Sep 1412:26:49 2015 Page 2 NVR, ID:NV MdJdC7tEDnP1 Zf8H2m UoyUnOz-Ppk5oDkrrP 1 SXngMGxW gNaOd7SrrtP7DIgAiPiydk2q NOTES- (9-10) 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 76 Ib uplift at joint 1, 69 Ib uplift at joint 33, 49 Ib uplift at joint 34, 51 Ib uplift at joint 36, 51 Ib uplift at joint 37, 51 Ib uplift at joint 38, 51 Ib uplift at joint 39, 52 Ib uplift at joint 40, 73 Ib uplift at joint 29, 49 Ib uplift at joint 28, 50 ib uplift at joint 26, 51 Ib uplift at joint 25, 51 Ib uplift at joint 24, 51 Ib uplift at joint 23, 52 ib uplift at joint 22, 41 Ib uplift at joint 21 and 5 Ib uplift at joint 32. 8) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ENGINEERI FIG BY WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. TRENCO Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall A Mi lr,k Allllialo building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the818 fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component Edenton, NCd27932d Safety Information ovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Job Truss Truss Type Qty ji,ly 00_MidAuanuc E9079285 ORDERS VT -93711 VCOM 1 1 Job Reference o bona" 7.840 s Sep - 2015 MiTek Industries, Inc. Tue Oct 27 11:48:28 2015 Page 1 NVR, in -8 5TkEPY5xNWEIIDJUSUuUzQopu-p9Z6xhsT3XQTVi4rChw2sWGUx9Tj4XXVJyfelByPEUp 7-11-4 15-10-8 7.11-4 7-11-4 4x6 = 4x6 // 25 24 23 22 21 20 19 18 11 10 is 1 3x6 = 4x6 �� LOADING(psf) SPACING- 2-0-0 CSI. TCLL 30.0 Plate Grip DOL 1.15 TC 0.07 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.04 TCDL 10.0 Rep Stress [nor YES WB 0.10 BCLL 0.0 Code IRC2015/TP]2014 (Matrix) Scale =1:40.9 0-8 DEFL, In (loc) I/deft Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 197/144 Vert(CT) n/a n/a 999 Horz(CT) 0.00 13 n/a n/a Weight: 102 Ib FT = 5% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=42/15-10-8, 13=42/15-10-8, 19=100/15-10-8, 20=136/15-10-8, 22=134/15-10-8, 23=133/15-10-8, 24=136/15-10-8, 25=123/15-10-8, 18=136/15-10-8, 17=134/15-10-8, 16=133/15-10-8, 15=136/15-10-8, 14=123/15-10-8 Max Horz1=-160(LC 8) Max Upliftl=-64(LC 10), 13=-32(LC 11), 20=-49(LC 12), 22=-62(LC 12), 23=-57(LC 12), 24=-59(LC 12), 25=-53(LC 12), 18=-45(LC 13), 17=-64(LC 13), 16=-57(LC 13), 15=-59(LC 13), 14=-53(LC 13) Max Grav251126(LC 21)1189171(LC 19)917=140(LC 19), 16LC =137(LC 22)?15=0140(LC 22)3143126(LC 22)4=140(LC 21), FORCES. (Ib) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-192/131, 2-3=-144/114, 3-4=-111/93, 4-5=-99/81, 5-26=-90/107, 6-26=-81/112, 6-7=-129/140, 7-8=-129/140, 8-27=-81/93, 9-27=-90/88, 9-10=-62/44, 10-11=-74/44, 11-12=-111/67, 12-13=-159/106 BOT CHORD 1-25=-84/131, 24-25=-84/131, 23-24=-84/131, 22-23=-84/131, 21-22=-84/131, 20-21=-84/131,19-20=-84/131, 18-19=-84/131, 17-18=-84/131, 16-17=-84/131,16-16=-84/131, 14-15=-84/131, 13-14=-84/131 WEBS 7-19=-128/78, 6-20=-145/65, 5-22=-113/79, 4-23=-110/73, 3-24=-113/76, 2-25=-99/64, 8-18=-145/61, 9-17=-113/80, 10-16=-110/72, 11-15=-113/76, 12-14=-100/65 \\\`,�Ijll 111111j/// JOINT STRESS INDEX IIAA 1 = 0.05, 2 = 0.04, 3 = 0.04, 4 = 0.04, 5 = 0.04, 6 = 0.05, 7 = 0.09, 8 = 0.05, 9 = 0.04, 10 = 0.04, 11 = 0.04, 12 = 0.04, 13 = 0.05, 14 = 0.03, 15 �'6�3 *a 0!FY�1t �= d��, 18 = 0.04, 19 = 0.03, 20 = 0.04, 21 = 0.05, 22 = 0.03, 23 = 0.03, 24 = 0.03 and 25 = 0.03 \C"' •""• /T� ��i NOTES- (9-10) WFRS .����Q,PQ�GIST�R�,O,.�•A ��, 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; M (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for PE 10707787 reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 - • 3) Unbalanced snow loads have been considered for this design. • ; 4) All plates are 3x4 MT20 unless otherwise indicated. : STATE OF ! Q 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. OA, /N P •� <(/ 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 Ib uplift at joint 1, 32 Ib uplift at joint 13, �� n DIA 49 Ib uplift at joint 20, 62 Ib uplift at joint 22, 57 Ib uplift at joint 23, 59 Ib uplift at joint 24, 53 Ib uplift at joint 25, 45 Ib uplift at joint 18, 64 �/7 `s ' ' • (?� ��� Ib uplift at joint 17, 57 Ib uplift at joint 16, 59 Ib uplift at joint 15 and 53 Ib uplift at joint 14. 8) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 777//,', iDN Ai `�`\��\�\ January 21,2016 Continued on page z ENGINEERING DY A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. TRENCOMBy Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A tdi 1.,k Alfilialo is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Sonoundside 27932 Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edent, NC o Truss Truss ype 00_MidA0an0c E9079285 ORDERS VT•93711 VCOM 7—[ry 1 Job Reference (optional) 7.840 s Seo 29 2015 MiTek Industries, Inc. Tue Oct 27 11:48:27 2015 Page 2 NVR, ID:B 5TkEPY5xNWEIiDJUSUuUzQopu-HM7U91t6prYK6Rf21PRHPjpfiYpyp_ntxcutirlayPEUo 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2016 BEFORE USE. E NGINE E RIt1G BY Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not TIMISU �Ca trss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing A btiTok Alliliato Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/rPll Quality Crlterla, DSB-89 and SCSI Building Component 818 SounNC 27932 Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria, VA 22314. Job Truss Truss Type Qty Ply oo_MidAgan6c E9079286 ORDERS VT -93712 VCOM 1 1 Job Reference o tional NVR, 7.640 s Sep 29 2015 MiTek Industries, Inc. Tue Oct 27 11:48:28 2015 Page 1 ID:8 5TkEPY5xNWEliDJUSUuUzQopu-IYhsMNuka9gBkbDEJ6yWyxMgiy8mYQfomG8lg3yPEL 11-10-6 23-8-12 11-10.6 11-10.6 46 = Scale = 1:54.4 4x8 �i 'AA 114 s9 31 30 29 28 27 26 25 24 23 22 21 20 4x6 '� 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/def] L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0,07 Vert(CT) n/a n/a 999 10.0 Rep Stress [nor YES WB 0.19 Horz(CT) 0.01 19 n/a n/a BCDL 0 0 or.nr inn Code IRC2015/TPI2014 (Matrix) Weight: 181 Ib FT = 5% LUMBER - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud 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. WEBS 1 Row at midpt 10-27 REACTIONS. (Ib/size) 1=97/23-8-12, 27=105/23-8-12, 28=136/23-8-12, 29=134/23-8-12, 30=133/23-8-12, 31=132/23-8-12, 19=97/23-8-12, 32=139/23-8-12, 33=106/23-8-12, 34=213/23-8-12, 26=136/23-8-12, 25=134/23-8-12, 24=133/23-8-12, 23=132/23-8-12, 22=139/23-8-12, 21=106/23-8-12, 20=213/23-8-12 Max Horc1=-218(LC 8) Max Upliftl=-52(LC 10), 28=-34(LC 12), 29=-58(LC 12), 30=-50(LC 12), 31=-50(LC 12), 19=-8(LC 11), 32=-52(LC 12), 33=-41 (LC 12), 34=-80(LC 12), 26=-28(LC 13), 25=-60(LC 13), 24=-50(LC 13), 23=-50(LC 13), 22=-52(LC 13), 21=-41(LC 13), 20=-80(LC 13) Max Grav1=147(LC 23), 27=191(LC 13), 28=187(LC 18), 29=175(LC 18), 30=138(LC 18), 31=135(LC 21), 19=124(LC 24), 32=142(LC 21), 33=108(LC 21), 34=217(LC 21), 26=187(LC 19), 25=175(LC 19), 24=138(LC 19), 23=135(LC 22) , 22=142(LC 22), 21=108(LC 22), 20=217(LC 22) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-234/178, 2-3=-165/142, 3-4=-140/130, 4-5=-123/107, 5-6=-108/115, 6-7=-113/119, 7-35=-106/138, 8-35=-91/147, 8-9=-150/179,9-10=-175/198, 10-11=-175/198, 11-12=-150/166, 12-36=-91/114, 13-36=-106/105, 13-14=-67/69, 14-15=-42/41, 15-16=-68/33, 16-17=-77/56, 17-18=-109/68, 18-19=-184/125 BOT CHORD 1-34=-110/170, 33-34=-110/170, 32-33=-110/170, 31-32=-110/170, 30-31=-110/170, 29-30=-110/170, 28-29=-110/170, 27-28=-110/170, 26-27=-110/170, 25-26=-110/170, 24-25=-110/170, 23-24=-110/170, 22-23=-110/170, 21-22=-110/170, 111 WEBS 10-27=-1 77/118, 9-28=0-1 6 0/05078-29=-1 48/74, 7-30=-111/66, 6-31=-109/66, 4-32=-112/69, 3-33=-91/56, 2-34=-165/99, \\\\\ \� R LASSO //// 11-26=-160/44, 12-25=-148/76,13-24=-1 11/66, 14-23=-109/66, 16-22=-112/69,17-21 =-91/56, 18-20=-165/99 \\ P. •,.••'•••. %� / JOINT STRESS INDEX 1 = 0.14, 2 = 0.26, 3 = 0.26, 4 = 0.26, 5 = 0.17, 6 = 0.26, 7 = 0.26, 8 = 0.26, 9 = 0.26, 10 = 0.33, 11 = 0.26, 12 = 0.26, 13 = 0.26, 14 = 0.2 6; 15 = co 16 = 0.26, 1 'Q.26, 1'S = 0.26, 19 = 0.14, 20 = 0.26, 21 = 0.26, 22 = 0.26, 23 = 0.26, 24 = 0.26, 25 = 0.26, 26 = 0.26, 27 = 0.22, 28 = 0.26, 29 = 0.26, 30 = 0.26, 31 Z 0.26; 32FA 2&, A 26 And 343 0.26 _ tIU/ tl/ ' NOTES. (9-10) = • ', � • f 1) Wind: ASCE 7-10; Vuit=130mph (3 -second gust) Vasd=103mph; TCDL=6.Ops; BCDL=6.Opsf; h=33ft; Cat. Il; Exp B; enclosed; MWFRS -p STATE OF R (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for (� reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 �i oil,•'' /NDIANQ.•�' 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 ,�i ,,••���,. �� \\\ 3) Unbalanced snow loads have been considered for this design. G \ 4) All plates are 3x4 MT20 unless otherwise indicated. /// SS/ONALE� \\\\ 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. ///11111 l I I I I1111�\\ January 21,2016 Confim sari on naaa 2 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design vafd for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall TRENCO building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing A Iai Tok Aflilialo is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TP11 Quail fy Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22914. Edenton, NC 27932 Job Truss Truss Type Qty �Hly 00_M1dA11anuc E9079286 ORDERS VT -93712 VCOM 1 1 Job Reference o tional 7.640 s Sep 29 2015 vi, 1— Industries, Inc. Tue Oct 27 11:48:28 2015 Page 2 NVR, ID:8_5TkEPY5xN W EIiDJ U SUuUzQopu-IYhSMNuka9g BkbDEJ6yW yxMgiy8mYQfom GSIg3yPEUr NOTES- (9-10) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 52 Ib uplift at joint 1, 34 Ib uplift at joint 28, 58 Ib uplift at Joint 29, 50 ib uplift at joint 30, 50 Ib uplift at joint 31, 8 Ib uplift at joint 19, 52 Ib uplift at joint 32, 41 Ib uplift at joint 33, 80 Ib uplift at joint 34, 28 Ib uplift at joint 26, 60 Ib uplift at joint 25, 50 Ib uplift at joint 24, 50 Ib uplift at joint 23, 52 Ib uplift at joint 22, 41 Ib uplift at joint 21 and 80 Ib uplift at joint 20. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ENGINEERING BY A WARNING -Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. TRExca Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall „Nti T4 idliliatr, 7 building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 818 S fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeAN81/iPl1 Quality Criteria, DSB•89 and BCSI Building Component Edenton, NC o, NC a Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Ede27932 ORDERS Iv -r-93713 VCOM ID:8_5TkEPY5xNW EliDJUSUuUzQopu-DkFEajvMLS02Mia,uq 6-5-4 12-10-8 6-5.4 6.5.4 46 = 4x6 17 16 15 14 13 12 11 10 4x6 3x6 = E9079287 2015 Scale = 1:31.3 12-10.8 Plate Offsets X Y - 1:0-5-8 Ede 9:0-0-13 Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 30.0 TC 0.09 Vert(LL) n/a n/a 999 PLATES GRIP MT20 197/144 Plate Grip DOL 1.15 (Roof Snow --30.0) Lumber DOL 1.15 BC 0.05 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.04 Horz(CT) 0.00 9 n/a n/a BCLL 0.0 Code IRC2015/TPI2014 (Matrix) Weight: 68 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS. (Ib/size) 1=93/12-10-8, 9=93/12-10-8, 13=102/12-10-8, 15=143/12-10-8, 16=109/12-10-8, 17=204/12-10-8, 12=143/12-10-8, 11=109/12-10-8, 10=204/12-10-8 Max Horz1=-114(LC 8) Max Uplift1=-16(LC 8), 15=-49(LC 12), 16=-45(LC 12), 17=-77(LC 12), 12=-47(LC 13), 11=-46(LC 13), 10=-77(LC 13) 24), 15=165(LC 18), 16=111(LC 21), 17=208(LC 21), 12=165(LC 19), 11=112(LC 22), 10=208(LC 22) Max Grav1=107(LC 22), 9=93(LC 1), 13=125(LC FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-107/92, 2-3=-90/61, 3-18=-74/74, 4-18=-49/77, 4-5=-99/106, 5-6=-99/106, 6-19=-49/61, 7-19=-60/56, 7-8=-62/25, 8-9=-83/62 BOT CHORD 1-17=-55/87, 16-17=-55/87, 15-16=-55/87, 14-15=-55/87, 13-14=-55/87, 12-13=-55/87, 11-12=-55/87, 10-11=-55/87, 9-10=-55/87 WEBS 5-13=-99/38, 4-15=-136/65, 3-16=-92/60, 2-17=-159/95, 6-12=-136/63, 7-11=-93/61, 8-10=-159/95 JOINT STRESS INDEX _ 1=0.03,2=0.06,3=0.03,4=0.05,5=0.07,6=0.05,7=0.03,8=0.06,9=0.03,10=0.05,11=0.03,12=0.04,13=0.02,14=0.03,15=0.0 an —0.05 NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS \01,11 III A//� (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MW FRS for \���\ R LA SST reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 PartiallyExp.; Ct=1.1 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Cate oryII; Exp B; Partial/ � "'• Q' .••"• (� �i �i� 3) Unbalanced snow loads have been considered for this design.q�., 4) All plates are 3x4 MT20 unless otherwise indicated. Q�•, ' 5) Gable requires continuous bottom chord bearing. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. — PE 10107781 •� 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 16 Ib uplift at joint 1, 49 Ib uplift at joint 15, _ 45 Ib uplift at Joint 16, 77 Ib uplift at joint 17, 47 Ib uplift at joint 12, 46 Ib uplift at joint 11 and 77 Ib uplift at joint 10. — 8) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a • • % �,• STATE OF wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3-secondgust) meets or exceeds IRC2012 nominal wind speed of �Q 0� .,• i'•/A, AN 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. •., ,P' / 0 N A L 11111111111111 January 21,2016 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE.Nal NE E PI Na By Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall TREENCO building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A 1,11 Inde Anilial., is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPiI Quality Criteria, DSB-89 and SCSI Building Component 818 Soundside Road a,a.�, r..r......,.u..,, r,vnilnhle from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 o Truss Truss Type Qty P y 00_MidAt antic E9079288 ORDERS VT -93714 VSPC 1 1 Job Reference o t onal 7.840 s Sep 29 2015 MiTek Industries, Inc. Tue Oct 27 11:48:31 2015 Page 1 NVR, ID:IFbbKrlA9jh1 zKi?2RwssfzQoBQ-A7M??Pwct421b3yp_F W DZZzLuA9Jlm5ESEMPROyPEUk 11.10.6 Scale = 1:54.4 4x6 = 4x6 i 4x6 �� � ze ss 37 31 30 29 28 27 26 25 24 23 22 21 20 5x6 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl L/d PLATES GRIP MT20 197/144 TCLL 30.0 Plate Grip DOL 1.15 TC 0.12 Vert(LL) n/a n/a 999 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.08 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stresslncr YES WB 0.15 Horz(CT) 0.01 19 n/a n/a Weight: 183 Ib FT = 5% BCLL 0.0 Code IRC2015/TP12014 (Matrix) BCDL 10.0 LUMBER- BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. BOT CHORD 2x4 SP No.3 or 2x4 SPF `^tud JOINTS 1 Brace at Jt(s): 37, 38, 39 WEBS 2x4 SP No.3 or 2x4 SPF Stud OTHERS 2x4 SP No.3 or 2x4 SPF Stud REACTIONS, (Ib/size) 1=107/23-8-12, 28=157/23-8-12, 26=157/23-8-12, 29=146/23-8-12, 30=131/23-8-12, 31=133/23-8-12, 32=139/23-8-12, 33=106/23-8-12, 34=213/23-8-12, 25=146/23-8-12, 24=131/23-8-12, 23=133/23-8-12, 22=139/23-8-12, 21=106/23-8-12, 20=213/23-8-12, 19=107/23-8-12, 27=25/23-8-12 Max Horz 1 =-218(LC 8) Max Uplift1=-45(LC 10), 28=-6(LC 9), 29=-69(LC 12), 30=-49(LC 12), 31=-50(LC 12), 32=-53(LC 12), 33=-41 (LC 12), 34=-80(LC 12), 25=-73(LC 13), 24=-48(LC 13), 23=-50(LC 13), 22=-53(LC 13), 21=-41(LC 13), 20=-80(LC 13), 19=-12(LC 11) Max Grav1=162(LC 23), 28=206(LC 18), 26=206(LC 19), 29=193(LC 18), 30=134(LC 18), 31=135(LC 21), 32=142(LC 21), 33=108(LC 21), 34=217(LC 21), 25=193(LC 19), 24=134(LC 19), 23=135(LC 22), 22=142(LC 22), 21=108(LC 22) , 20=217(LC 22), 19=145(LC 24), 27=39(LC 5) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-265/166, 2-3=-191/130, 3-4=-148/118, 4-5=-128/85, 5-6=-111/99, 6-7=-117/89, 7-41=-106/93, 8-41=-72/101, 8-9=-125/141, 9-10=-134/140, 10-11=-134/140, 11-12=-125/129, 12-42=-58/67, 13-42=-73/59, 13-14=-76/37, 14-15=-60/44, 15-16=-87/30, 16-17=-112/63, 17-18=-154/89, 18-19=-228/157 BOT CHORD 1-34=-136/206, 33-34=-136/206, 32-33=-136/206, 31-32=-136/206, 30-31=-136/206, 29-30=-136/206, 28-29=-136/206,\,\1111111111//// 27-28=-136/206, 26-27=-136/206, 25-26=-136/206, 24-25=-136/206, 23-24=-136/206, 22-23=-136/206, 21-22=-136/206, \\\\\ � LA SS/ 20-21=-136/206, 19-20=-136/206 WEBS 28-35=-178/23, 35-37=-181/23, 9-37=-171/27, 26-36=-178/0, 36-38=-181/0, 11-38=-171/12, 8-29=-163/86, 7-30=-108/64, Q• ,,.• • ••.•• %� 6-31=-109/66, 4-32=-112/69, 3-33=-91/56, 2-34=-165/99, 12-25=-163/91, 13-24=-108/64, 14-23=-109/66, 16-22=-112/69, `�� �QP�G1ST�RF,��'•,A �� 17-21=-91/56,18-20=-165/99, 35-39=-1/1, 36-39=-1/1, 37-40=-1/2, 38-40=-1/2, 27-39=-6/0, 10-40=-82/60 p 7 p7� , JOINT SOTR�2SINDEX 046,3=0.26,4=0.26,5=0.17,6=0.26,7=0.26,8=0.26,9=0.26,10=0.33,11=0.26,12=0.26,13=0.26,14=0.215=�.17,�6� A7Y'7=0�6,1� 0.26, 19 = 0.14, 20 = 0.26, 21 = 0.2-", 22 = 0.26, 23 = 0.26, 24 = 0.26, 25 = 0.26, 26 = 0.26, 27 = 0.22, 28 = 0.26, 29 = 0.26, 30 = 0.26, 31_ 0.24, 32 = 0.26, 33 = 0.26, 14 = 0.:�6 35 = 0.26, 36 = 0.26, 37 = 0.26, 38 = 0.26, 39 = 0,26 and 40 = 0,26 = • • '� '• STATE OF �Q NOTES- (9-10) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MWFRS %T ,''•,• /� P ,;' ��f/ \� (envelope) gable end zone and C C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces &MWFRS for �� � .,• �.AN,.• reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category II; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design.//`ONAL1��\\\\\ 4) All plates are 3x4 MT20 unless otherwise Indicated. 2016 5) Gable requires continuous bottom chord bearing. January 21, &ftftlgAtigfi p9en designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. A WARNING - Verify desfgn parameters and REA0 NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.NGINEERING BY TREEK'"a Design valid for use only with Mitek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated Is to prevent buckring of individual truss web and/or chord members only. Additional temporary and permanent bracing A td! hal; Alliliab+ Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Crlferia, DSB•B9 and SCSI Building Component Ede ton, NC a Road ._._,..,..r........x,....,�.,ur,hla fr-Tr-, Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job Truss Truss Type ty P y 00_MidAUanUc E9079288 ORDERS VT-93714 VSPC 1 1 Job Reference o tional NVR, 7.840 s Sep 29 2015 Mi Tek Industries, Inc. Tue Oc127 11:48:31 2015 Page 2 ID:IFbbKrlA9jh 1 zKi?2RwssfzQoBQ-A7M??Pwct42lb3yp_F W D71zLuA9Jlm5ES EM PROyPEUk NOTES- (9-10) 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 45 Ib uplift at joint 1, 6 Ib uplift at joint 28, 69 Ib uplift at joint 29, 49 Ib uplift at joint 30, 50 Ib uplift at joint 31, 53 Ib uplift at joint 32, 41 Ib uplift at joint 33, 80 Ib uplift at joint 34, 73 Ib uplift at joint 25, 48 Ib uplift at joint 24, 50 Ib uplift at joint 23, 53 Ib uplift at joint 22, 41 Ib uplift at joint 21, 80 Ib uplift at joint 20 and 12 Ib uplift at joint 19. 8) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 9) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 10) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. A", WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev. 10/03/2015 BEFORE USE. E NGI ME E Iii HG By Design valid for use only with MITek® conneciors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall TRENCO building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A tai Ibk AIlilialr, Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and SCSI Building Component 818 Soundside Road Safetv Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 p Truss Truss Type Qty P y 00_MidAtiantic E9079483 ORDERS VT -93904 VSPC 1 1 Job Reference (optional) 7.840 s Sep 29 2015 Mi i ek Industries, Inc. Tue Oct 2711:57:272015 Page 1 NVR, ID:l1 zZm YvCkbKkpm LhlkW Z8bzeOJY-TFIdUgPgfm aiuRxgOp7vlbAwgE4qKAZ7idCm FKyPEM M B. LASS 0' PE10707787 STATE OF Q OT�%./AIDIANP•' ON ////i/sS10NAI tE\0��`�\ 11 7-J-12 12-3-4 15-4-4 F - 7.1.12 5.1.8 3.1-0 3x6 i 3x6 4x6 // 26 25 24 23 22 21 20 19 18 17 3x6 = 4x6 // Scale = 1:41.9 15-4-4 Plate Offsets X Y -- 1:0-5-1 Ede 6:0-3-0 Ede 11:0-3-0 Ede 14:0-3-0 Edge LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 30.0 Plate Grip DOL 1.15 TC 0.17 Vert(LL) n/a n/a 999 MT20 197/144 (Roof Snow=30.0) Lumber DOL 1.15 BC 0.14 Vert(CT) n/a n/a 999 TCDL 10.0 Rep Stress Incr YES WB 0.22 Horz(CT) 0.00 14 n/a n/a BCLL 0.0 Code IRC2015/TP12014 (Matrix) Weight: 123 Ib FT = 5% BCDL 10.0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 or 2x4 SPF Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.3 or 2x4 SPF Stud BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: OTHERS 2x4 SP No.3 or 2x4 SPF Stud 6-0-0 oc bracing: 17-18. REACTIONS. (Ib/size) 1=109/15-4-4, 14=83/15-4-4, 21=113/15-4-4, 22=121/15-4-4, 24=140/15-4-4, 18=71/15-4-4, 25=110/15-4-4, 26=203/15-4-4,20=136/15-4-4,19=122/15-4-4,16=163/15-4-4, 15=108/15-4-4 Max Horz 1=206(LC 12) Max Upiift1=-38(LC 10), 14=-52(LC 9), 21=-7(LC 9), 22=-42(LC 12), 24=-83(LC 12), 18=-44(LC 8), 25=-61(LC 12), 26=-112(LC 12), 20=-25(LC 8), 19=-26(LC 9), 16=-25(LC 13), 15=-81(LC 13) Max Grav1=218(LC 42), 14=134(LC 44), 21=170(LC 29), 22=206(LC 30), 24=244(LC 30), 18=119(LC 29), 25=190(LC 30), 26=351(LC 30), 20=240(LC 29), 19=218(LC 29), 16=236(LC 30), 15=205(LC 30) FORCES. (lb) - Maximum Compression/Maximum Tension TOP CHORD 1-2=-250/172, 2-3=-181/83, 3-27=-131/52, 4-27=-77/71, 4-5=-120/54, 5-6=-104/88, 6-7=-77/84, 7-8=-77/84, 8-28=-77/84, 9-28=-77/84,9-10=-77/84, 10-11=-77/84, 11-12=-105/87, 12-13=-116/54, 13-14=-91/51 BOT CHORD 1-26=-34/56, 25-26=-34/56, 24-25=-34/56, 23-24=-34/56, 22-23=-34/56, 21-22=-34/56, 20-21=-34/56, 19-20=-34/56, 18-19=-34/66,17-18=-64/66,16-17=-52/108,15-16=-59/81, 14-15=-56/86 WEBS 7-21=-145/23, 5-22=-180/58, 4-24=-214/99, 3-25=-175/78, 2-26=-293/127, 8-20=-207/47, 9-19=-228/45,10-17=-1 28/20, 12-16=-188/50, 13-15=-185/90 JOINT STRESS INDEX 1=0.08,2=0.11,3=0.07,4=0.08,5=0.07,6=0.07,7=0.04,8=0.06,9=0.07,10=0.04,11=0.07,12=0.07,13=0.07,14=0.03,15=0.07,16=0.07,17=0.05,18= 0.09, 19 = 0.07, 20 = 0.06, 21 = 0.04, 22 = 0.05, 23 = 0.02, 24 = 0.06, 25 = 0.05 and 26 = 0.09 NOTES- (12-13) 1) Wind: ASCE 7-10; Vult=130mph (3 -second gust) Vasd=103mph; TCDL=6.Opsf; BCDL=6.Opsf; h=33ft; Cat. II; Exp B; enclosed; MW FRS (envelope) gable end zone and C -C Exterior(2) zone; cantilever left and right exposed ;C -C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) TCLL: ASCE 7-10; Pf=30.0 psf (flat roof snow); Category Il; Exp B; Partially Exp.; Ct=1.1 3) Unbalanced snow loads have been considered for this design. 4) Provide adequate drainage to prevent water ponding. 5) All plates are 3x4 MT20 unless otherwise Indicated. 6) Gable requires continuous bottom chord bearing. 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)14, 16, 15 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 38 Ib uplift at joint 1, 52 Ib uplift at joint 14, 7 Ib uplift at joint 21, 42 lb uplift at joint 22, 83 Ib uplift at joint 24, 44 lb uplift at joint 18, 61 Ib uplift at joint 25, 112 Ib uplift at joint 26, 25 Ib uplift at joint 20, 26 Ib uplift at joint 19, 25 Ib uplift at joint 16 and 81 Ib uplift at joint 15. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s)14, 16, 15, January 21,2016 r1A.IrY9emJ-Aiatd__Ialtcbbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE.NGI NE E RI NG BY Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an individual building component, not TREENCO a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent bucking of Individual truss of and/or chord members only. Additional temporary and permanent bracing i. tai lyd; Allilial�, is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fobdca tion, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB•89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Edenton, NC 27932 Job s NVR, Truss Truss Type Qty P y VT-93904 VSPC 1 FOOMidAfla-nUcE9079483ORDERS ence o tional 7 640 S 29 2015 MiTek Industries Inc Tue Oct 27 11:57:27 2015 rag-, be 1 D:11 zZm YvCkbKkpmLhlkW Z8bze0JY-TFIdUgPgfm atuRxgOp7vlbAwgE4gKAZ7idCm FKYPEM M 12) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust), wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 115 mph. 13) Design checked for ASCE 7-10 ultimate wind speed at 130 mph (3 -second gust) meets or exceeds IRC2012 nominal wind speed of 100 mph, wind reaction x 0.78 will adjust wind uplift reaction to a wind speed of 90 mph. ,A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/03/2015 BEFORE USE. ENGINEERING BY Design valid for use only with MiTek® connectors. This deslgn is based only upon parameters shown, and is for an individual building component, not TRENCOa truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing A fdi 14 nllili.iL, Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 818 Soundside Road Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 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