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HomeMy WebLinkAbout Truss PlansMiTek' Re: J 18801002 Habitat Humanity Hamilton County The truss drawing(s) referenced below have been prepared by MiTek USA, Inc based on the parameters provided by ProBuild (CarterLee Bldg Components). Pages or sheets covered by this seal: I32687470 thru I32687493 My license renewal date for the state of Indiana is July 31, 2018. ��`o`\vrGANG <�� .� '�. • P*G\STEF4---- No.19900415 ' STATE OF it Jj 'ON A' tENG� March 13,2018 Liu, Xuegang IMPORTANT NOTE: Truss Engineer's responsibility is solely for design of individual trusses based upon design parameters shown on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the responsibility of the building designer, not the Truss Engineer, per ANSI/TPI-1, Chapter 2. MiTek USA, Inc. 16023 Swingley Ridge Rd Chesterfield, MO 63017 314-434-1200 under my direct supervision Job Truss J18801002 GE01 Probuild, Mooresville, IN 46158 1-2-8 it-0.8 to 4x6 = sty IPly 1 Habii snity Hamilton County 132687470 Job Reference (optional) 7.640 a Aug 16 2017 MTek Industries, Inc. Tue Mar 13 09:04:24 2018 Page 1 ID:8jVcYaB99fE56CjuuVO4k7zBloy-u3A7xPcCLGXeBownAexgmsDTVgownuOuxZlM7zt10gL 11-M 11-" t Z_ 3x6 II 36 35 34 33 32 31 30 29 28 27 26 25 24 23 Y2 3x6 II 5x6 = Scale = 1:50.3 all a r LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.01 21 n/r 120 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.01 21 n/r 120 BCLL 0.0 ' Rep Stress Ina YES WO 0.07 Horz(TL) 0.00 20 n1a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) Weight: 105 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-6-1, Right 2x4 SPF-S Stud 1-6-1 REACTIONS. All bearings 22-1-0. (lb) - Max Horz 2=82(LC 7) Max Uplift All uplift 100 Ile or less at joint(s) 20, 2, 31, 32, 33, 34, 35, 36, 27, 26, 25, 24, 23 Max Grav Al reactions 250 lb or less at joint(s) 20, 2, 30, 31, 32, 33, 34, 35, 36, 28, 27, 26, 25, 24, 23, 22. 29 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Comer(3) -1-2-8 to 1-8-8, Exterior(2) 1-8-8 to 11-0-8, Comer(3) 11-" to 14-0-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 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-" 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 100 lb uplift at joint(s) 20, 2, 31. 32, 33, 34, 35, 36, 27, 26, 25, 24, 23. 10) "Semi -rigid pitchbreaks including heels" Member end fixity mode( was used in the analysis and design of this truss. JEGANG 4�G • No.19900415 ' �•; STATE OF �Q &9/0N A"11111111, 1`GNG` March 13,2018 WARM" - ►—Y design Prund"rs and READ NOTES ON Da AND INCLUDED &VM REFERENCE PAGE AtV-7473 rov 1403*015 BEFORE USE . Design valid for use only wNh MIToW connectors. This design is based only upon parameters sham, and Is for an kx Wdual building mnnponerl, not a truss system. Before use, the building designer must verity the applio"Ity, of design parameters and property incorporate sib design Into the overall building design. Bracing indicated Is to prevent bucidi g of individual buss web andlor chord members only. Additional temporary and permanent bracing M iT®k` is always required for stability and In W to event collapse with possible personal jm Injury and property damage. For genrrn al guidoe regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems, we MSVTPM Quality CAtts 088-1110 and BC01 Building Component 10023 Swirgley Ridge Rd Solely, lWormatlon available from Tens Plate Institute, 216 N. Lee Sbsel, Suits 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type City Ply Habitat Humanity Hamilton County 132687471 J18801002 GE02 GABLE 1 1 Job Reference (optional) Probuild, Mooresville, IN 46158 7,640 s Aug 16 2017 MiTek Industries, Inc. Tue Mar 13 09:04:25 2018 Page 1 ID:8jVcYaB99fE56CjuuVO4k7zBloy-MFkV8kdg6afVpyV_kMS313mA53zV WCe 19DTrvZzbOgK •t1-2.8 '-6 2al s-2-o t t2h8 1sa.o i z4-1-12 '2-0 510.8 7-38 49-12 510.12 1-z-e' 3x6 - Scale = 1:70.0 4x10 = 5 6.00 Fi2 53It 54 44 65x8 23.00 [12 4 6 3x4 % Special 3x4 % 3 7 Special 52 5556 57 °P 1 2 8 9 a US — 12 58 59 11 60 61 62 10 63 64 65 6667 3x8 — d US = 3x8 —Special Special 6x8 — Special Special Special — Special Special Special Special 36-o-a Plate Offsets (x Y)—f2:0-0-0.0-2-11,15:0-3-0.0-0-101. [Z:0-1-7.0-0-12) — LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TIC 0.65 Vert(LL) -0.35 8-10 >698 240 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.77 Vert(TL) -0.93 8-10 >260 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) -0.02 12 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 160 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-1 oc purlins. BOT CHORD 2x4 SPF No.2 *Except* BOT CHORD Rigid Ceiling directly applied or 4-9-8 oc bracing. 8-11: 2x4 SPF 210OF 1.8E WEBS 1 Row at midpt 5-12 WEBS 2x4 SPF-S Stud *Except* 5-10: 2x4 SPF No.2 OTHERS 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 3-4-7 REACTIONS. (lb/size) 2=-106/0-3-8, 8=744/0-3-8, 12=2243/0-3-8 Max Herz 2=-92(LC 19) Max Uplif12=-347(LC 14), 8=-15(LC 9) Max Grav2=90(LC 13), 8=744(LC 1), 12=2243(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-52=0/989, 3-52=0/1001, 3-4=0/1027, 4-53=0/1099, 5-53=0/1226, 5-54=-959/34, 6-54=-1074/17, 6-7=-907/0, 7-55=-1554/55, 55-56=-1568/51, 56-57=-1590/55, 8-57=-1621/46 BOT CHORD 2-12=-869/0, 12-58=-477/63, 58-59=-477/63, 11-59=-477/63, 11-60=-477/63, 60-61=-477/63, 61-62=-477/63, 10-62=-477/63, 10-63=-24/1538, 63-64=-24/1538, 64-65=-24/1538, 65-66=-24/1538, 66-67=-24/1538, B-67=-24/1538 WEBS 4-12=-438/117, 5-12=-1702/33, 5-10=0/1770, 6-10=-593/115, 7-10=-724/147 t NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05, 90mph, TCDL=6.Opsf, BCDL=6.Opsf; h=25ft, B=45ft; L=30ft; eave=4ft; Cat. 11, Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-2-8 to 1-9-9, Interior(1) 1-9-9 to 12-0-8, Exterior(2) 12-0-8 to 15-0-9, Interior(1) 19-4-0 to 31-3-0 zone; cantilever left and right exposed , end vertical left and right exposed,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gab 4) All pare 2x4MT20 llates Details as un ess otherwiicable, or se se indicated. lt qualified building designer as per ANSI/TPI 1. \`�\\\\��GANt; 5) Gable studs spaced at 14-0 oc. \��� •••' ' & 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. • : cj1 ST EAV,. 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 all by 2-0-0 wide will Q O� fit between the bottom chord and any other members, with BCDL = 10.Opsf. Nd. 19900d 15 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except Qt=1b) 2=347. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. o STATE OF Q 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 Ib down and 31 lb up at 9 25-10-12, and 89 lb down and 51 lb up at 26-5-8 on top chord, and 37 lb down at 13-4-0, 28 lb down at 13-10-12, 28 Ib down at ��� Off• .. D I A14 • �� ��� 15-10-12, 28 lb down at 17-10-12, 28 lb down at 19-10-12, 28 Ib down at 21-10-12, 28 lb down at 23-10-12, and 28 lb down at ��iSs/•�•••.••��G�\\\`� 11 InSthe LOAD CASES ection,s ads appottom lied to theace of thechord. design/selection noted as front F orconnection back gce(s) is the responsibility of others. 7j/OfV AI IiI0\\\\\\ Continued on page 2 March 13,2018 LOAD CASES Standard WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEX REFERENCE PAGE Ml1-7173 rev. 101U,U2015 BEFORE USE. wt 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 MiTek 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 ANSUTPIi Quality Criteria, DSB-89 and SCSI Building Component 16023 Swingley Ridge Rd Safety information available fmm Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 ' uu t nrss 1 pe Oty IPly Hab anity Hamilton County J18801002 GE02 C,ABLF , , 132687471 Probuild, Mooresville, IN 46158 7.640 s Aug 16 2017 M7ek Industries, Inc. Tue Mar 13 09:04:25 2018 Page 2 ID:8jVcYaB99fE56CjuuVO4k7zBloy-MFkV8kdg6afVpyV_kMS313mA-9&V WCe19DTrvZzbOgK LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-5=60, 5-6=-60, 6-9=-60, 2-58=-20, 58-60=-60, 8-60=20 Concentrated Loads (lb) Vert: 11=-14(B)55=-25(B)56=-33(B)59=-19(B)61=-14(B)62=-14(B)63=-14(B)64=-14(B)65=-14(B)66=-14(B)67=-19(B) Q WARNING - Vle y design paremsiers and READ NOTES ON TM AND INCLUDED WM REFERENCE PAGE W7473 rev. 100111M 5 BEFORE USE. Design valid for use only with M7ek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not HE a buss system. Before use, the building designer must verify Ore applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual Dues web and/or chord members only. Additional temporary and permanerd bracing is for Mi ek` always required stability and toprevent collapse with possible personalinjury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and trues systems, we ANSIMPII Cluality Criteria, DBB-0 and BCSI BWlding Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 16023 Swingley Ridge Rd Chesterfield, MO SM17 18801002 IGE03 Probuild, Mooresville, IN 46158 1-2-8 Truss Type GABLE 12-0-8 I Ply Habitat Humanity Hamilton County 1 I 1 IJob Reference (optional) I 7.640 a Aug 16 2017 MTek Industries, Inc. Tue Mar 13 09:04:26 2018 Page 1 I D:8jVcYeB991E56CjuuVO4k7zB loy-gRltL4eSltnM064AH 3zlrH I UTTUPFocAOtCOROzbOgJ 241-0 F2saa 12-0 8 1.2$ Scale = 1:54.2 US II 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 Y4 Us II 5x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.10 Vert(LL) -0.00 21 n/r 120 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.01 21 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.08 Horz(TL) 0.00 20 rife n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 119 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 1-4-8, Right 2x4 SPF-S Stud 1-4-8 REACTIONS. All bearings 24-1-0. (lb) - Max Horz 2=87(1-C 7) Max Uplift All uplift 100 Ib or less at joint(s) 2, 20, 32, 33, 34, 35, 36. 37, 38. 28, 27, 26, 25, 24, 23, 22 Max Grav All reactions 250 lb or less at joint(s) 2, 20. 30, 31, 32, 33, 34, 35, 36, 37, 38, 29, 28, 27, 26, 25, 24, 23, 22 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=2ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Comer(3) -1-2-8 to 1-9-8, Exterior(2) 1-9-8 to 12-0-8, Comer(3) 12-M to 15-0-8 zone; cantilever left and right exposed; and vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 oc. 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 100 lb uplift atjoint(s) 2, 20, 32, 33, 34, 35, 36, 37, 38, 28, 27, 26, 25, 24, 23, 22. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \"0%%111111111////1 N\ \SeG,ANC3 ��11i�i,�,. • No, 19900415 •' o STATE OF Oc�••":�NDIANP••'• F ,,.• ONE \ March 13,2018 A WARNING - VN#Y design Parameters and READ NOTES ON TM AND INCLUDED ANTEK REFERENCE PAGE 110-7473 rev. 1a41.Yt818 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 HE a toms system. Before use, the building designer must verify the applicability of design panmMers and propedy Incorporate this design into the overall bulking design. Bracing indicated is to prevent budding of individual truss web andlor chord members only. Additional temporary and permanent bracing M iTe k' 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 ANSVTPII Quality Criteria, DOB49 and SCSI Building Component 16023 Swingiey Ridge Rd Safety kdonnetlon available from Truss Plate Institute, 218 N. Lee Street, Suit 312, Alexandria, VA 22314. ChesterBekd, MO 63017 LJob J18801002 Truss — J01 Probuild, Mooresville, IN 46158 as Jack -Open Habil rnity Hamilton County 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Mar 13 09:04:26 2018 Page 1 I D:8jVcYaB99fE56CjuuVO4k7zB loy-q RltL4eSttnM064AH3zlrH I R?TR?FpvAOtCOROzbOgJ 4-11.5 4-11-5 Scale = 1:13.3 2.12 F12 3 Special Special 7 6 5 2 O N N � d 1 3x4 = 3x4 = 8 9 4 Special Special _ 411-5 411-5 Plata Offsets (X-Y)= f2:04-5.Edgg) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES (TRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.26 Vert(LL) -0.03 2-4 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.24 Vert(TL) -0.07 2-4 >776 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) 1 Weight: 13lb FT=20% LUMBER. BRACING. TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purling. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/stze) 3=118/Mechanical, 2=325/0-4-9, 4=47/Mechanical Max Horz 2=38(LC 5) Max Upltf:3=33(11C 5), 2=-80(LC 5) Max Grav 3=118(LC 1), 2=325(LC 1), 4=94(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.OW,, BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Comer(3) -1-8-8 to 2-6-7, Exterior(2) 2-0-7 to 4-10-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 96 lb down and 9 lb up at 2-1-0, and 84 lb down and 12 lb up at 2.10-15 on top chord, and at 2-1-0, and at 2-10-15 on bottom chord. The design/selection of such ,A / �AVA�., connection device(s) is the responsibility of others. J .� 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 24=-20 `: •� P�G1STfgFO No. 19900415 •' -0 STATE OF 1Z March 13,2018 WARNING - VerNy design parameters and READ NOTES ON THIS AND INCLUDED AfnEK REFERENCE PAGE M11-7473 rev. IOMN"15 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 w tns 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 MiTek' 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 ANSVTPIII Gualay Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Chesterfield, MO 63017 Job Tens tmu Type Habitat Humanity Hamilton County �5ty7—fply 132f387474 J18801002 J02 Jack -Open 1 1 Job Reference (optional) Probuild, Moorsevia, IN 46158 7.640 a Aug 16 2017 Mrrek Industries, Inc. Tue Mar 13 09:04:27 2018 Papa 1 ID:BjVcYeB991E56C)uuVO4k7zBloy-IerFZQf4dBvD2GffAmVXNUrdybtE_G9KdXyyzSzbOgl 4-11-5 4-11.5 Scale = 1:12.9 2.12 12 Special Special 7 3x4 = 3x4 = 8 9 special Special LOADING (pal) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.25 Vert(LL) -0.03 2-4 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.24 Vert(TL) -0.07 2-4 >776 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) PLATES GRIP MT20 197/144 Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-5 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical, 2=323/0-4-9, 4=47/Mechanical Max Horz 2=38(LC 5) Max Uplift3=-32(LC 5), 2=-80(LC 5) Max Grav 3=115(LC 1), 2=323(LC 1), 4=94(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Corti -1-8-8 to 2-6-7, Exterior(2) 2-6-7 to 4-9-9 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 99 lb down and 9 lb up at 2-1-0, and 84 lb down and 12 lb up at 2-10-15 on top chord, and at 2-1-0, and at 2-10-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=60, 2-4=-20 `�.`� • Q�GISTFA� • No. 19900415 •' "o •' STATE OF Q ••' I ANC:•••• •4v : S`s! 1ENG� March 13,2018 Q WARNING - VarNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-74IJ rov. 10N3/7015 BEFORE USE. Design valid for use only with MiTeW 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 MiTek 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 ANSli Quality Criteria, DSB-89 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 T_ .,de Jack -Open Habi anity, Hamilton County Probuild, Mooresville, IN 46158 7.640 s Aug 16 2017 Mi rek Industries, Inc. Tue Mar 13 09:04:27 2018 Page 1 ID:8j VcYaB99f E56Cjuu VO4k7zBloy-IerFZQf4dBvD2GfMm VXNUrfgtgL_G9KdXyyzSzbOgl Pam Scale - 1:8.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 2 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 6 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 2-1-7 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=29/Mechanical, 2=186/0-3-8, 4=19/Mechanical Max Horz 2=24(LC 5) Max Uplift3=-5(LC 6), 2=46(LC 5) Max Grav 3=29(LC 1), 2=186(LC 1), 4=38(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' 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-" wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ` �EG 1� G AN'��i4 .� �•`` P�G.STEq� • No 19900415 •' '0 STATE OF Q' :' March 13,2018 Q WARN" - V-WY daafgn Pares W— and READ MOM off 7NIS AND INCLUDED Nm!X REVERENCE PAGE IWI.7473 rev 18V&M5 WORE USE Design valid for use only with Mfrek® connectors. This design is based only upon parameters shown, and is for an indMdual buildingm � a trues system. Before use, the building designer must verify the applicability of design parameters and design component, the o not building design. Brad Indicated is to properly Ad Incorporate this design into the overall rq prevent tsaiulMp d indvidwl hose web enut/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 regardingWe M iTe k' fabrication, storage, delivery, erection and brad of tosses and buss s bracing Yam. sea ANSVfP2 Ow18Y Crlbr4, DSBaS and BCSI Building Canpon•rd Chest Sield, y Ridge Rd Sally IMonnatbn available from Truss Plate lustlhrte, 218 N. Lee Strad, Suits 312, Alexandria, VA 22314. Chesterfield, MO 83017 Job Truss Truss Type Qty Ply Habitat Humanity Hamilton County 132687476 J18801002 J04 Jack -Open 7 1 Job Reference (optional) Probuild, Mooresville, IN 46158 7.640 a Aug 16 2017 MITek Industries, Inc. Tue Mar 13 09:04:27 2018 Page 1 I D:8jVcYaB99fE56quuVO4k7zB loy-IerFZQf4dBvD2GfMm VXN Ureitp 1 _G9KdXyyzSzbOgl 1.2-8 3-7-0 Scale = 1:10.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.14 Vert(LL) -0.01 2-4 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.12 Vert(TL) -0.02 2-4 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 We n/a BCDL 10.0 Code IBC2006/TP12002 (Matrix) Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=85/Mechanical, 2=233/0-3-8, 4=34/Mechanical Max Horz 2=33(LC 5) Max Uplift 18(1_C 5), 2=-40(LC 5) Max Grav 3=85(LC 1), 2=233(LC 1), 4=68(LC 2) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 3-6-4 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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-" wide will rd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of hiss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. JEGANG (z����s,�% •.P�GIS%E Ci • No. 19900415 •' ' �•�, STATE OF �Cr G� March 13,2018 WARWAM - VNI& deaden panuneNrs ant READ N07ES ON THIS AND INCLUDED XM!K REFERENCE PAGE His- rev 10AW 0/S BEFORE USE Design valid for use only with MITsk® connectors. This design is based only upon parameters shorn, and Is for an Individual building component, not MR a truss system. Before use, tine building designer must verify the applicability of design parameter and property Incorporate this design Into the overall building design. Bracing indicated is to prevent bucking of indiNdual buss web anNor chord members only. Additional temporary and permanent bracing M iTe k` 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 hisses and truss systems, we AN3VrP11 Quality CrNsrta, DSB29 and BCSI Building Compon int 16023 Swingiey Ridge Rd Sally bdor is n available from Truss Plate Institute, 218 N. Lee Straet, Sidle 312, Alexandria, VA 22314. Chesterfield, MO 63017 Ti--- ..de Jack -Open Habil inity Hamilton County Probuild, Mooresville, IN 46158 7.640 a Aug 16 2017 MiTek Industries, Inc. Tue Mar 13 09:04:28 2018 Page 1 ID: SjVcYaB99f E56CjuuVO4k7zB loy-mq PdmmfiOV24gPEYPUOmwiOgaHAabPTrOh VVuzbOgH 12.8 z17 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 2 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.04 Vert(TL) -0.00 2-4 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC20061TP12002 (Matrix) LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (lb/size) 3=29/Machanical, 2=186/0-3-8, 4=19/Mechanical Max Horz 2=24(LC 5) Max Upliit3=5(LC 6), 2=-46(LC 5) Max Grav 3=29(LC 1), 2=186(LC 1), 4=38(LC 2) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:8.4 PLATES GRIP MT20 197/144 Weight: 6 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-1-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • 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. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ``GAN IIl1y7j' •.P�G�STI q� s • No. 19900415 •' • • z a STATE OF Q • 0 --• 2HD I ANP••' s/ONA' ,tiN`` March 13,2018 Q WARNING - V&W assign prante ws and READ NOTES ON 7/0S AND INCLUDED UrM REFERENCE PAGE MN-7477 rev 10/8241015 BWORE USE Design valid for use only with MlTake) oonnecitors. 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 indicaW is to prevent buckling of individual tram web arWor chord members only. Additrwl temporary and permanent bracing M iTe k' is always required for stability and to prevent collapse with possible personal ir* ny and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and tram systems, we ANSVTPII Quality C. DSB49 and BCSI Building Component 16023 Swingley Rklge Rd Sally Information available from Truss Plate Institute, 218 N. Lee Street, Suits 312, Alexandria. VA 22314. Chesterfield, MO 63017 e Job Truss Truss Type t]ty Ply Habitat Humanity Hamilton County 132687478 J18801002 J06 Jack -Open 1 1 Job Reference (optional) Probuikf, Mooresville, IN 46158 7.640 s Aug 16 2017 MI7ek Industries, Inc. Tue Mar 13 09:04:28 2018 Page 1 ID:8jVcYaB99fE56CjuuVO4k7zBloy-mgPdmmDOV24gPEYPUOmwiOquHApBPTrBh VVuzbOgH Id-0 I 187 t-2-0 1-6-7 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.11 TCDL 10.0 Lumber DOL 1.15 BC 0.02 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code IBC2006/TPI2002 (Matrix) LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 REACTIONS. (lb/size) 3=14/Mechanical, 2=165/0-3-8, 4=15/Mechanical Max Horz 2=21(LC 5) Max Uplift3=-4(LC 6), 2=-44(LC 5) Max Grav 3=14(LC 1), 2=165(LC 1), 4=30(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:7.5 DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 2 >999 240 MT20 197/144 Vert(TL) -0.00 2 >999 180 Horz(TL) -0.00 3 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' 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. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. X1W • .P�G*;STEA�o . ��; No. 19900415 •' STATE OF �2 DIA i'//,'FSS,ON A' ►LNG 00 March 13,2018 Q WARNING - Van y design paramefara and READ NOTES ON THIS AND INCLUDED ASTEK REFERENCE PAGE AW7473 ran. IGGW 0/5 BEFORE USE Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and Is for an Individual building oomponerd, not a truss system. Before use, the building designer must verily tie applicability of assign parameters and properly Incorporate this design Into tie overall in' building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent tracing is ahways required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding tie MiTek* fabrication, storage, delivery, erection and bracing of trusses and truss systems, we AHSIfTPH Owllty Cdbrh4 DSB45 and SCSI Building Component 16023 Swi gley Ridge Rd Sally Information available from Truax Plate Instibte, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Probuild, Mooresville, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Mar 13 09:04:28 2018 Page 1 I D:8jVcYaB99f E56quuVO4k7zBloy-mgPdmmfiOV24g PEYPUOmwiOpYHApiPTrBh VVuzbOgH 1.4-0 187 Scale = 1:7.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.13 Vert(LL) -0.00 2 >999 240 MT20 197/144 TCDL 10.0 Lumber DOL 1.15 BC 0.02 Vert(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 1-6-7 oc puffins. BOT CHORD 20 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=8/Mechanical, 2=179/0-3-8, 4=15/Mechanical Max Horz 2=22(LC 5) Max Uplift3=4(1_C 6), 2=50(LC 5) Max Grav 3=8(LC 1), 2=179(LC 1), 4=30(LC 2) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ��11111111111/// �EGANG (/� �P�cy1STEiq'�o•• No.19900415 = '0 STATE OF Q " March 13,2018 Q WARNING - VarNy daslpn ParamaNra and READ NOTES ON THIS AND INCLUDED UFM REFERENCE PAGE 410-7477 rev. 14V.XM5 BEFORE USE Design valid for use only with MiTek® connect ors. This design is based only upon parameters shown, and is for an individual building component, not a tons 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 budding of individual tons web and/or chord members orgy.Additional temporary d bracing is for MiT®k` rand regarding the allays required stability and to prevent cogapse with possible personal injuryand properly damage. For general guidance regeMin the fabrication, storage, delivery, erection and bracing of busses and buss systems, am ANSVrPil Quality Crill DSB29 and SCSI Building Componard Safety Information available from Trues Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. 16023 Swingley Ridge Rd Chesterfield, MO 63017 Job Truas Truss Type Ply Habitat Humanity Hamilton County �Oty 132687480 J18801002 T01 Common 3 1 Job Reference lional Probuild, Mooresville, IN 46158 1-2-8 5-" 7,640 s Aug 16 2017 MTek Industries, Inc. Tus Mar 13 09:04:29 2018 Page 1 I D:8jVcYaB991E56CjuuVO4k7zB loy-EOzO_6gK9oAwHZplzBXOTvwwoh HPS57d4rR22KzbOgG 4x6 = 54.8 5-8-0 IT d 410 = 410 - LOADING (psi) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 TCDL 10.0 Lumber DOL 1.15 BC 0.96 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 BCDL 10.0 Code IBC2006frP12002 (Matrix) LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 3-1-0. Right 2x4 SPFS Stud 3-1-0 REACTIONS. (lb/size) 8=881/0-5-8, 2=958/0-5-8 Max Horz 2=80(LC 8) Max Uplift2=-18(LC 9) 5x12 = DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.30 8-9 >888 240 MT20 169/123 Vert(TL) -0.77 8-9 >344 180 Horz(TL) 0.05 8 n/a n/a Scale: 1/4-=l' Weigh 78 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-14 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-10=-1399f74,3-10=-1359/87, 3-4=-1273/103,4-11=-1073/53, 5-11=-997/70, 5-12=-997f77,6-12=-1074/61, 6-13=-1278/115, 7-13=-1330/100, 7-8=-1404/97 BOT CHORD 2-9=-33/1177, 8-9=-33/1184 WEBS 4-9=-352/120, 5-9=0/612, 6-9=-360/122 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 11-", Exterior(2) 11-" to 14-0-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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-M wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `h'v�1na� O: No. 19900415 •' -o •' STATE OF 4r March 13,2018 Q WARNING - Vff fy dasiyn psranroMs and READ NOTES ON TINS AND INCLUDED INTE/r REFERENCE PAGE AW7:73 my. 160=015 BEFORE USE Design valid for use only wllh MTek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not e truss system. Before use, it* 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 buss web and/or chord members only. Additional temporary and permanent bracing f ® , is shrays required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, stun ige, delivery, erection and bracing of trusses and truss systems, we ANSI PI1 Quality Cdterda, DSBde and SCSI Building Component I W23 Swingley Ridge Rd Safety kdormalbn available from Truss Plate Institrl0s, 218 N. Lee Street, Suns 312, Alexandria, VA 22314. Chesiarfield, MO 63017 Job Truss T____ .,de City Ply Habil mityHamilton County 132687481 J18801002 T02 Common 1 1 Job Reference (optjonaO Probuild, Mooresville, IN 46158 7,640 s Aug 16 2017 MiTek Industries, Inc. Tue Mar 13 09:04:29 2018 Page 1 I D:8jVcYaB99fE56CjuuVO4k7zBioy-EOzO_6gK9oAwHZplzBXOTvwwohHKS57d4rR22KzbOgG 4x6 = Scale = 1:46.7 4 1 4x10 = is 4x10 = 502 = C LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.35 Vert(ILL) -0,30 7-8 >893 240 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.97 Vart(TL) -0.77 7-8 >346 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.05 7 n/a n/a BCDL 10.0 Code IBC2006ITP12002 (Matrix) Weight: 77 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-13 oc purlins, BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 3-1-0, Right 2x4 SPF-S Stud 3-1-0 REACTIONS. (lb/size) 1=883/0-5-8, 7=883/0-5-8 Max Horz 1=-77(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1408/98, 2-9=-1335/100, 3-9=-1283/115, 3-10=-1078/61, 4-10=-1001/77, 4-11=-1001/77, 5-11=-1078/61 5-12=-1283/115, 6-12=-1335/100, 6-7=-1408/98 BOT CHORD 1-8=-37/1188, 7-8=-39/1188 WEBS 3-8=-360/122, 4-8=0/614, 5-8=-360/122 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-0-0 to 3-0-0, Intenor(1) 3-0-0 to 11-0-8, Exterior(2) 11-0-8 to 14-0-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \���1111111111//yf// \\\�O�_GANG LPL •.Q�G\STERFo,. . No.19900415 STATE OF Q Oc'..�NDIANP.' ��: F G March 13,2018 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10103MI5 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 propery 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 MiTek 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 ANSVTP11 Quality Criteria, DSB-89 and SCSI Building Component 1W23 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandne, VA 22314. Chesterfield, MO 63017 Job Truce Truss Type Qly PlyHabitat Humanity Hamilton County �T03 132687482 J18W1002 Roof Special 1 1 Job Reference (optional) Probuikt, Mooresville, IN 46156 7.640 a Aug 16 2017 Ill Industries, Inc. Tue Mar 13 09:04:30 2018 Page 1 ID:8jVcYeB991E56CjuuVO4k7zBloyjDXOBShzw6lnvjOxWv2F77T1G4ggBUhmJVAcanzbOgF z41-tz 1 aM1+�a +a1.a.n ' 1-2A 62-0 510-8 7-3-e 4-e-12 5-ia12 1-2A 4x10 = Scale = 1:57.3 4x8 0 12 --_ 10 3x6 = 4x6 = 3x8 = BxB = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.63 TCDL 10.0 Lumber DOL 1.15 BC 0.74 BCLL 0.0 Rep Stress Incr YES WB 0.59 BCDL 10.0 Code IBC2006rrP12002 (Matrix) LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 5-10: 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 3-4-7 REACTIONS. (lb/size) 2=56/0-5-8, 12=2096/0-5-8, 8=649/0-3-8 Max Horz 2=-92(LC 7) Max Uplift2=298(LC 14), 8=-25(LC 9) Max Grav 2=181(LC 13), 12=2096(LC 1), 8=649(LC 1) DEFL. in (loc) I/defl Lid PLATES GRIP Vert(LL) -0.32 B-10 >763 240 MT20 169/123 Vert(TL) -0.85 B-10 >283 180 Horz(TL) -0.02 12 n/a n/a Weight: 107 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-3-11 oc bracing. WEBS 1 Row at midpt 5-12 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=0/893, 3-13=0/905, 3-4=0/932, 4-14=0/1003, 5-14=0/1131, 5-15=-804/90, 6-15=-919/72, 6-7=-764/0, 7-16=-1352/82, B-16=-1379/67 BOT CHORD 2-12=-785/33, 12-17=-443/83, 11-17=-443/83, 11-18=-443/83, 10-18=-443/83, 8-10=-46/1308 WEBS 4-12=-435/119, 5-12=-1571/90, 5-10=-36/1544, 6-10=-566/120, 7-10=-627/115 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=30ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-2-8 to 1-9-9, Interior(1) 1-9-9 to 12-0-8, Exterior(2) 12-0-8 to 15-0-9, Interior(1) 19-4-0 to 31-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8 except (jt=lb) 2=298. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. e IA 6 yyVVVAPZA o%,` eGANG, </,-1i G Qa�sTE,q%o': No.19900415 o ' STATE OF ' Q S`r ON Alti?G March 13,2018 AWARNING - Vwffy design parameters and READ NOTES ON THIS AND INCLUDED NfrEK REFERENCE PAGE Nit-7473 rev. 10A312015 BEFORE USE. Nat 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 Welk' 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 ANSVTPN quality Criteria, DSB-89 and BCSI Building Component 16023 Swmgley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 i0e Roof Special HabiL..._...anity Hamilton County Probuild, Mooresville, IN 46158 7.640 s Aug 16 2017 Mirek Industries, Inc. Tue Mar 13 09:04:30 2018 Page 1 I D:BjVcYaB99fE56CjuuVO4k7zB loyiDXOBShzw6lnvjOxW v2F77TON4c5B W UmJVAcanzbOg F 11.2-0 I 12-0-e I 1s.a.n i 241 12 I gone �'+1 an 1-2-8 8.2-0 5-10-8 7-3-8 4.9.12 510.12 I 4x6 = Scale - 1:56.8 a. I nnsl.r 4x8 = 11 10 3x4 = 3x4 = 3x8 = 4x8 = 2.4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.68 TCDL 10.0 Lumber DOL 1.15 BC 1.00 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 BCDL 10.0 Code IBC2006/rP12002 (Matrix) LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud *Except* 5-11,7-11: 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 3-4-7 REACTIONS. (lb/size) 2=1060/0-5-8, 10=1505/0-5-8, 8=125/0-3-8 Max Horz 2=-92(LC 7) Max Uplift2=16(LC 9), 8=-47(LC 6) Max Grav 2=1060(LC 1), 10=1505(LC 1), 8=148(LC 14) DEFL. in (loc) I/defi Ud PLATES GRIP Vert(ILL) -0.3211-13 >913 240 MT20 169/123 Vert(TL) -0.60 11-13 >481 180 Horz(TL) 0.04 10 n/a n/a Weight: 109 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-14=-1625/54, 3-14=-1587/68, 34=-1486/85, 4-15=1359/63, 5-15=-1279/79, 5-16=-1434/124, 6-16=-1549/104, 6-7=-1341/37,7-17=-21/647, 8-17=301585 BOT CHORD 2-13=-13/1368, 13-18=0/962, 12-18=0/962, 12-19=0/962, 11-19=0/962, 10-11=-579/51, 8-10=-579/51 WEBS 4-13=-327/117, 5-13=0/575,5-11=-42/516, 6-11=-077/122, 7-11=-12/1936, 7-10=-1411175 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=30ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-2-8 to 1-9-9, Interior(1) 1-9-9 to 12-0-8, Exterior(2) 12-0-8 to 15-0-9, Interior(1) 19-4-0 to 31-3-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ``,111111NFf//17j GANG • No. 19900415 •' `0 STATE OF ' �Z N A /ss'O' 1EN\ -� March 13,2018 Q wAfLMfe - Voay Walpn P.O. and READ 111007ES GN flea AND NOCLUDED MiBCREMWNCE PAGE 1IF7473 rev. 1BWM15 BEFORE USE Design valid for use only wlh MTeM contactors. This design Is based only upon parameters Wwwn, and is for an trddvidual building component not a truss system. Before use, the building desgnsr must verily the applicability of design pnameers and properly inoorporate this design trdo the overall building design. Bracing indicated in to prevent buckling of Individual truss web andfor lord members only. Additional temporary and permanent bracing M iTe k` is always required for stability and to prevent collapse with possible personal injury end property damage. For general guidance regarding the fabrication. storage, delivery, enaction end bracing of trusess and truss syelens, we ANSVrP11 Gtrality Criteria, DaBiS end SCSI Building Componen Safety kdormetbn available from Trues Plats Institute, 218 N. Les Street, Sulle 312, Alexandria, VA 22314. 16023 Swingley Ridge Rd Chesterfield, MO SM17 Job Truss Truss Type Ply Habitat Humanity Hamilton County �Qty 132687484 JI BSOI002 T05 Roof Special 1 1 Job Reference (optional) Probuild, Mooresville, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Mar 13 09:04:30 2018 Page 1 ID:BjVcYaB99fE56quuVO4k7zBloyiDXOBShzw6ln,4OxW12F?7TON4c5BW WmJVAcanzbOgF t-28I a2-0 I tsae tsao as-t-t2 1 aoae ' 1.2-0 8-2-0 5.10-0 738 4-9-t2 S10-12 ' Scale = 1:56.0 46 = 4x8 = ._ .. .. ._ 10 9 30 = 3x4 = 3x8 = 4x8 = 2x4 I LOADING (psf) TCLL 20.0 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 IBC2006/TP12002 CSI. TC 0.68 BC 1.00 WB 0.47 (Matrix) DEFL. in (loc) I/deft Ud Vert(LL) -0.32 10-12 >913 240 Vert(TL) -0.60 10-12 >481 180 Horz(TL) 0.04 9 n/a n/a PLATES GRIP MT20 169/123 Weight: 107 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-7 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SPF-S Stud *Except* 5-10,7-10: 2x4 SPF No.2 SLIDER Left 2x4 SPF-S Stud 3-4-7 REACTIONS. (lb/size) 8=32/0-3-8, 2=1059/0-5-8, 9=1517/0-5-8 Max Horz 2=89(LC 7) Max Uplift8=-14(LC 13), 2=-16(LC 9) Max Grav8=55(LC 14), 2=1059(LC 1), 9=1517(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1624/54, 3-13=-1587/68, 3-4=-1486/85, 4-14=1358/62, 5-14=-1278/79, 5-15=-1429/118, 6-15=-1544/101,6-7=-1338/31,7-16=-24/647, 8-16=-33/595 BOT CHORD 2-12=-22/1367, 12-17=0/961, 11-17=0/961, 11-18=0/961, 10-18=0/961, 9-10=-576/42, 8-9=-576/42 WEBS 4-12=-327/117, 5-12=0/575, 5-10=-40/512, 6-10=-673/121, 7-10=-12/1929, 7-9=-1420/89 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=30ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-2-8 to 1-9-9, Interior(1) 1-9-9 to 12-0-8, Exteior(2) 12-M to 15-0-9, Interior(1) 19-4-0 to 29-10-12 zone; VAA cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • 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 tell by 2-M wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 2. "Semi 6) -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. `��� AN►f///� �� /77� �� \. •.Q�G�STE/q•%o • - No.19900415 - �•; STATE OF NAL March 13,2018 Q WARNING - Val' design parana.srs and READ NOTES ON THIS AND INCLUDED afrTEK REFERENCE PAGE AM-7473 rev 144W2015 BEFORE USE Design vend for use only wtih Mrrekg connectors. This design Is based only upon parameters shown, and is for an IndMdual 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 Mxldkp of InAvidual trues web andfor chord members only. Additional temporary and permanent bracing M iT®k` is always required for stability and to grave t ocilepss with possible pamonsl Injury end property damage. For general guidance regarding the fabrication. storage, delivery, areclion and bracing of trusses and truss systems, see ANSVrPl1 CANdIty Crlba DS84 9 and BCBI Building Component 16023 Swingley Ridge Rd Sally 6dormalbn available from Trues Plate Instl4Ae, 218 N. Lee Street, State 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss 1 _ ___ . -- sty Ply Habi anity Hamilton County 132687485 J18801002 T06 Common 3 1 Job Reference o tional Probuild, Mooresville, IN 46158 7.640 a Aug 16 2017 MTek Industries, Inc. Tue Mar 13 09:04:31 2018 Page 1 I D:8j V cYaB99f E56Cjuu VO4k7zBloy-BP5mPoibhQQeXtz74cZUYKOFU U?fw?owY9w96DzbOgE ae-2 I s 2 d i 1a-0a + &n 1A I 2a2� 1-2 6-0-5 8.1-11 .� 4x6 — Scale = 1:52.5 5 4x8 = US— 3x4 = 3x6 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.40 Vert(LL) -0.21 B-10 >999 240 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.78 Vert(TL) -0.34 7-8 >845 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.34 Horz(TL) 0.06 7 n1a n/a BCDL 10.0 Code IBC2006/TPI2002 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD BOT CHORD 2x4 SPF No.2 BOT CHORD WEBS 2x4 SPF-S Stud WEDGE Right: 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 3-4-8 REACTIONS. (Ib/size) 2=1100/0-5-8, 7=1024/Mechanical Max Horz 2=87(LC 8) Max Uplift2=17(1-C 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-1722/57, 3-11=-1684/62, 3-4=-1582/82, 4-12=1536/86, 5-12=-1454/102, 5-13=-1504/119, 6-13=-1595/89, 6-14=-1701/93, 7-14=-1770f73 BOT CHORD 2-10=-14/1452,9-10=0/1014,9-15=0/1014,15-16=0/1014,8-16=0/1014,7-8=-17/1506 WEBS 4-10=-303/116, 5-10=0/577, 5-8=-4/626, 6-8=-327/120 Weight: 85 lb FT = 20% Structural wood sheathing directly applied or 3-11-11 oc pudins. Rigid ceiling directly applied or 1040-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 12-0-8, Exterior(2) 12-" to 15-0-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load rlonconcurrent with any other live loads. 4) ' 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-" wide will fd between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. .01,0OeGANIG • No. 19900415 •' o STATE OF Q 0N A' March 13,2018 Q WARNING - VWy desOn pre tehra and READ NOTES oN TM AND INCLUDED OM REFERENCE PAGE 4N-7473 my 10VXM5 BEFORE USE Design valld for use only with MTek® connectors. This design is based only upon parameters shown, and is for an Individual buifdkq component, not HN, a truss system. Before use, the building designer roust verify the appilabilxy, of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent budding of Individual trues web andlor chord members only. Additional temporary and permanent bracing M iTek` Is always required for stability and to prevent collapse with possible personal „fury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of fusses and truss systems, am ANSVrPl1 Gualky Criteria, D88311 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suits 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Qly Ply Habitat Humanity Hamilton County 132687486 J18801002 T07 Common 9 1 Job Reference (optional) Probuild, Mooresville, IN 46158 1-2-s 62-0 5.10-8 7.640 s Aug 16 2017 MiTsk Industries, Inc. Tue Mar 13 09:04:31 2018 Page 1 ID:8jVcYaB99f E56Cju uVO4k7zBloy-BP5mPoibhQQSXtz74cZUYKOFkU29w77wY9w96DzbOgE 4x6 = 5610-8 6.2-0 4x8 = 4x8 = 3x4 = 3x8 = 3x4 = Scale = 1:52.4 LOADING (psf) TCLL 20.0 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 IBC2006lrP12002 CSI. TC 0.39 BC 0.62 WB 0.32 (Matrix) DEFL. in Vert(LL) -0.20 Vert(TL) -0.33 Horz(TL) 0.06 (loc) I/defi Ud 9-11 >999 240 9-11 >887 180 8 n/a n/a PLATES GRIP MT20 169/123 Weight: 88 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 4-3-14 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. WEBS 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 3-4-8, Right 2x4 SPF-S Stud 3-4-8 REACTIONS. (lb/size) 8=1020/0-5-8, 2=1096/0-5-8 Max Horz 2=87(LC 8) Max Uplift2=-17(LC 9) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-1716/57, 3-12=-1679/61, 3-4=-1576/81, 4-13=-1537/87, 5-13=-1455/103, 5-14=-1461f116, 6-14=-1543/87, 6-7=-1583/93, 7-8=-1722/72 BOT CHORD 2-11=-1211447, 10-11=0/1009, 10-15=0/1009, 15-16=0/1009, 9-16=0/1009, 8-9=-12/1455 WEBS 4-11=-301/115, 5-11=0/579, 5-9=-0/588, 6-9=-3071117 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 12-0-8, Exterior(2) 12-" to 15-0-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' 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-M wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. A4M 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3EGAN(, /U77�i i Na. 19900415 •' ' • • �•; STATE OF `'ice O•P•"':�NpIANP:••' \��\`�. 'dNAt 1&Cl', March 13,2018 Q WARNING - VMy design poameters and READ NOTES ON THIS AND INCLUDED NREK REFERENCE PAGE M®-7473 rev. faftrM15 BEFORE USE I, Design valid for use only with Mrrekl9 connectors. This design Is based only upon parameters shown, and Is for an individual building component, not russ a tsystem. 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 buss web andfor chord members only. Additional temporary and permanent bracing M!T®k` 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 tracing of tnrseas and truss systems, see AN3VTPI1I Quality Criteria, DSBdg and SCSI Building Componerd 16023 Swirgley Ridge Rd Sally Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 6W17 T Is Common Habit-. _...3nity Hamilton County Probuild, Mooresville, IN 46158 7.640 a Aug 16 2017 MTek Industries, Inc. Tue Mar 13 09:04:32 2018 Page 1 ID:8jVcYaB99fE56CjuuVO4k7zBloy-fbfBcBjDSIYV81 XKeK4j4YYRVuOUfrS3mpfjefzbOgD I�_I 8-2-0 I 12-0.9 I 17-11-0 241A I24� 1-2-8 &2-0 S10-8 5/0.9 &2-0 i-2-9 4x8 = 30 = 3x6 = 4x8 = 5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defi Lid TCLL 20.0 Plate Grip DOL 1.15 TC 0.32 Vert(LL) -0.20 10-12 >999 240 TCDL 10.0 Lumber DOL 1.15 BC 0.62 Vert(TL) -0.33 10-12 >881 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.32 Horz(TL) 0.06 8 n/a n/a BCDL 10.0 Code IBC20061TPI2002 (Matrix) LUMBER - TOP CHORD 2x4 SPF No.2 BOT CHORD 2x4 SPF No.2 WEBS 2x4 SPF-S Stud SLIDER Left 2x4 SPF-S Stud 3-4-8, Right 2x4 SPF-S Stud 3-4-8 REACTIONS. (lb/size) 2=1095/0-5-8, 8=1095/0-5-8 Max Horz 2=-87(LC 7) Max Uplift2=-16(LC 9), 8=-16(LC 9) Scale = 1:53.3 4x8 = PLATES GRIP MT20 169/123 Weight: 89 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-13=-1712/51, 3-13=-1675/59, 3-4=-1573r78, 4-14=1533/85, 5-14=-1452/101, 5-15=-1452/101, 6-15=-1533/85, 6-7=-1573/78, 7-16=-1675/59, 8-16=-1712/51 BOT CHORD 2-12=0/1444, 11-12=0/1005, 11-17=0/1005, 17-18=0/1005, 10-18=0/1005, 8-10=4/1444 WEBS 4-12=-301/115, 5-12=0/579, 5-10=0/579, 6-10=301/115 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf-, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Extedor(2) -1-2-8 to 1-9-8, Interior(1) 1-9-8 to 12-0-8, Exterior(2) 12-0-8 to 15-0-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces $ MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 8. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \\\0III ! � �JEG AN No. 19900415 •' 5 STATE OF 44 5..'p0�•�' :fN01 ANP•� • ���' �` i�!!lFSS fON March 13,2018 AWARNING - Veft design psrumhrs and READ NOTES ON THIS AND INCLUDED MTTEK REFERENCE PAGE MN-7473 rev 1pgYT015 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 budding of individual buss web and/or chord members only. Additional temporary and permanent bracing M iTek` 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 busses and truss systems, see ANSVrP11 Quality Criteria, DSB-ft and SCSI Building Component 16023 Swingley Ridge Rd Sally Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truas Truss Type (]ty Ply Habitat Humanity Hamilton County 132687488 J18801002 TGO1 Common Gilder 1 2 Job Reference (optional) Probuild, Mooresville, IN 46158 7.640 a Aug 16 2017 MTek Industries, Inc. Tue Mar 13 09:04:32 2018 Page 1 ID:8jVcYaB99fE56CjuuVO4k7zBloy-fbf8c8jDSjYV81 XKeK4j4YYKcuMOfJH3mpfjefzbOgD I sa.3 + �1-o-e I 164-13 I zz-�.o at 5d-5 5�-5 5-&3 4x6 11 -- 9— -- - .. 7 ._ ._ 6 .. .-6x10� 6x10 % Special gx10 I 616 — Bx8 = Special Special 4x10 I Special Special Special Special Special Special Special Special LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.83 TCDL 10.0 Lumber DOL 1.15 BC 0.71 BCLL 0.0 " Rep Stress Incr NO WB 0.90 BCDL 10.0 Code IBC2006/TPI2002 (Matrix) LUMBER - TOP CHORD 2x4 SPF 210OF 1.8E BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SPF-S Stud *Except* 3-7: 2x4 SPF No.2 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. (lb/size) 1=6375/0-5-8, 5=6368/0-5-8 Max Horz 1=76(LC 6) Io DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.14 6-7 >999 240 MT20 169/123 Vert(TL) -0.32 6-7 >819 180 Horz(TL) 0.09 5 n/a n/a Scale = 1:53.1 Weight: 209 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-7-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-10331/0, 2-3=-7202/0, 3-4=-7202/0, 4-5=-10653/0 BOT CHORD 1-10=0/8959, 10-11=0/8959, 11-12=0/8959, 9-12=0/8959, 9-13=0/8959, 8-13=0/8959, 8-14=0/8959, 7-14=0/8959, 7-15=0/9238, 15-16=0/9238, 6-16=0/9238, 6-17=0/9238, 17-18=019238, 5-18=0/9238 WEBS 3-7=0/6055, 4-7=-3322/0, 4-6=0/3305, 2-7=-3000/0, 2-9=0/2984 NOTES- 1) 2-ply truss to be connected together with 10d (0.131 "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 0-9-0 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf-, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 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) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1000 lb down at 1-3-4, 1000 lb down at 3-3-4, 1000 lb down at 5-3-4. 1000 lb down at 7-3-4, 1000 lb down at 9-3-4, 1000 lb down at 11-3-4, 1000 lb down at 13-3-4, 1000 lb down at 15-3-4, 1004 lb down at 16-5-12, and 1004 lb down at 18-5-12, and 1004 lb down at 20-5-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) + Uninhab. Attic Storage: Lumber Increase=1.15, Plate Increase=1.15 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-00, 1-5=-20 Continued on page 2 • No. 19900415 •' " • • STATE OF �Q 'S,S,ON A, i.NO ����`• March 13,2018 A WARNING - VaNry daalgr parameters and READ N07ES ON THIS AND INCLUDED MITEK REFERENCE PAGE II110-7473 caw. 109=15 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 andfor chord members only. Additional temporary and permanent bracing M!Tek- 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 ANSVTPH Quality Criteria, D3649 end BCSI Building Component 16023 Swingley Ridge Rd Safety Irdomratlon available from Truss Plate Institute, 218 N. Lee Street, Sure 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss T _ 1e pry Ply Habi___ -._...anity Hamilton County 132687488 J18801002 TGO1 Common Girder 1 -- Z. Jab Reference (optional) Probuild, Mooresville, IN 46158 7.640 s Aug 16 2017 MiTek Industries, Inc. Tue Mar 13 09:04:32 on— Page 2 ID:8jVcYaB99fE56CjuuVO4k7zBloy-fbf8c8jDSjYV81 XKeK4j4YYKcuMOfJH3mpfjefzbOgD LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-1000(B)6=-1004(B)10=-1000(B)11=-1000(B)12=-1000(B)13=-1000(B)14=-1000(B)15=-1000(B)16=-1000(B)17=-1004(B)18=-1004(B) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED NITEK REFERENCE PAGE NII-7473 rev. 10/O3/2015 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 wi building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek 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 ANSUTP11 Quality Criteria, DSB-89 and BCSI Building Component 16023 Swirgley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job russ Truss Type Ply Habitat Humanity Hamilton County TV01 jQty 132687489 J18801002 GABLE 1 1 Job Reference o tional Probuild, Mooresville, IN 46158 7.640 s Aug 16 2017 MITek Industries, Inc. Tue Mar 13 09:04:33 2018 Page 1 ID:BjVcYaB99fE56CjuuVO4k7zBloy-7oDWpUjrD1 gMmB6WC1 bydlScYlmJOzl C?TPGB6zbOgC att-s to tit-t � a11-0 4x8 — Scale = 1:42.8 v 4 0 3x4 - g 9 7 6 3x4 2x4 I 2x4 11 3x6 = 2x4 11 LOADING (psf) TCLL 20.0 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 IBC2006/TPI2002 CSI. TC 0.37 BC 0.45 WB 0.10 (Matrix) DEFL. in (loc) I/defi Ud Vert(LL) n/a n/a 999 Vert(TL) n/a n/a 999 Horz(TL) 0.00 5 n/a n/a PLATES GRIP MT20 169/123 Weight: 54 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or B-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 'Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 5-7: 2x4 SPF-S Stud OTHERS 2x4 SPF-S Stud REACTIONS. All bearings 19-11-1. (lb) - Max Horz 1=62(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 9,6 Max Grav All reactions 250 lb or less atjoint(s) 1, 5, 8 except 9=465(LC 13), 6=465(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-341/115, 4-6=-344/116 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 9-11-8, Exterior(2) 9-11-8 to 12-11-8 zone; cantilever left and right exposed; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9, 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ``\\\\tt11111111///7j -GANG C i��I/i • : �GISTFVs* �P O• • No. 19900415 •' 0 STATE OF �Q az March 13,2018 A WARMNG - Viral &XIgn Paramalra and READ NOTES ON MS AND 00CIUDED ANTE1C REFERENCE PAGE AW7473 rev. 160 V=016 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 property Incorporate this design Into the overall building design. Bracing indicated is to prevent Mudding of individual hues web andfor chord memb i only. Additional temporary and permanent tracing M iTe k` 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, see ANSVTPI1 Quality Crdtsrts, D8649 and SCSI Building Component 16023 Swingley Ridge Rd Sally kdornation available from Tess Plate lnsft te, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, NO 6W17 Probuild, Mooresville, IN 46158 9 Habit mnity Hamilton County 7.640 a Aug 16 2017 MiTek Industries, Inc. Tue Mar 13 09:04:33 2018 Page 1 I D:SjVcYaBggIE56CjuuVO4k7zBloy-7oDWpUjrD1 gMmB6WC1 byd15fgla2OzUC?TPGBB&OgC 15-11-i 7-11-8 4x6 = 3x4 8 7 6 3x4 2x4 11 2x4 11 2x4 11 Scab = 1:32.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.16 Vert(LL) We n/a 999 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.08 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 10.0 Code IBC2006rrPI2002 (Matrix) Weight: 43 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. OTHERS 2x4 SPF-S Stud REACTIONS. All bearings 15-11-1. (Ib) - Max Horz 1=48(LC 8) Max Uplift All uplift 100 lb or less at joint(s) 8,6 Max Grav All reactions 250 lb or less at joint(s) 1, 5 except 7=266(LC 1), 8=347(LC 13), 6=347(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-8=-262/97, 4-6=-262/97 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; save=oft; Cat. II; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 7-11-8, Extedor(2) 7-11-8 to 10-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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-" wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 8, 6. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. \\ `J(GGANG •.P�GISTE,q�O•• • No. 19900415 • • a STATE OF t" �Z "/ijSS'ON Ai t�N March 13,2018 Q wARN1NG - Var'My design Pm -W— and READ N07W ON "M Alm INCLUDED WTIE r REFERENCE PAGE itaf-7I73 rev. 10011IS 1S BEFORE USE. Design valid for use only with Mask 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 nest verify as applicability of design parameters and properly incorporate this design Into the overall bulling design. Bracing Indicated is to prwmd bucidi g of Individual has web arWor chord members only. Additional temporary and permanent bracing M iTek` Is ahvays required for stability mid to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication. storage, dsilvery, erection and bracing of tresses and tress systems, see ANSVTPII Godly Crlterts, DSB-0 and SM Building Component Salety, Information available from Truss Plate Institute, 218 N. Lee street, Suae 312, Alexandria, VA 22314. 16023 Swingley Ridge Rd Chesterfield, MO 63017 • • Job Truss Truss Type Ply Habitat Humanity Hamilton County 132687491 J18801002 V03 GABLE 1 1 Job Reference o tional ProbuikL Mooresville, IN 46158 7.640 s Aug 16 2017 MTsk Industries, Inc. Tue Mar 13 09:04:34 2018 Page 1 ID:8jVcYaB991E56CjuuVO4k7zBloy-b_nv1 pkT_LoDOKhill7BAzeIZi9i7QUME78pjYzbOgB S11-e 11.11-1 Sit-0 511-0 4x6 = Scale = 1:25.3 41 US % 4 2x4 11 US O LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.48 Vert(LL) n/a file 999 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.31 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) 0.00 3 n/a rile BCDL 10.0 Code IBC2006frP12002 (Matrix) Weight: 27 lb FT = 20% LUMBER- BRACING- TOP CHORD 2x4 SPF-S Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SPF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SPF-S Stud REACTIONS. (lb/size) 1=194/11-11-1, 3=194/11-11-1, 4=46M11-11-1 Max Horz 1=35(LC 7) Max Uplift /=6(LC 9), 3=6(LC 9) Max Grav 1=197(LC 13), 3=197(LC 14), 4=464(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-302/89 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 5-11-8, Extedor(2) 5-11-8 to 8-11-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. ANG •,Q�G1STEq�o % • No. 19900415 •' 9•' STATE OF �Q �SS/0N A' 1SNG 00 March 13,2018 A WARNING - VarffY design W.M. and READ NOTES ON THIS AND INCLUDED MREK REFERENCE PAGE MA-7473 rov. 140=15 BEFORE USE. Design valid for use only with MIT" connectors. This design is based only upon peremeters shown, and is for an Individual building component, rat �. a truss system. Before use, the building designer must vertly the applicability of design paramslars and property Incorporate this design Into the overall building design. Bracing Indicated Is to preverd buciding of indlvldual tops web and/or lard members orgy. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and property dome". For general guldens regarding the fabrication, storage, delivery erection and bracing of busses and truss systems, am ANSVrPN Quality Critarla, DSO-N and SCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Chesterfield, MO 6W17 10 I ruse ._— .,Pe aty Ply Hab lenity Hamilton County 132687492 18801002 VO4 Valley 1 1 Job Reference (optional) Probuikt, Mooresville, IN 46158 7.640 s Aug 16 2017 MiTak Industries, Inc. Tue Mar 13 09:04:34 2018 Page 1 ID:8jVcYaB991E56CjuuVO4k7zBloy-b_nv1 pkT_LoDOKhill7BAzenDiAp7R9ME78NYzbOgB 111-a + 7 11 1 3.11.8 3-t1-0 ' 08 = Scale = 1:18.7 2 7 Y S 4 2x4 % 2x4 11 2x4 .Q LOADING (psi) 0411 SPACING- 2-0-0 CSI. 7-11- DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.15 TC 0.37 Vert(LL) n/a n/a 999 MT20 169/123 TCDL 10.0 Lumber DOL 1.15 BC 0.24 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.05 Horc(TL) 0.00 3 n/a n/a BCDL 10.0 Code IBC2006ITP12002 (Matrix) Weight: 16 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SPF-S Stud TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SPF-S Stud BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. OTHERS 2x4 SPF-S Stud REACTIONS. (lb/size) 1=134/7-10-1, 3=134/7-10-1, 4=264f7-10-1 Max Horz 1=22(LC 7) Max Uplift 1=9(LC 9), 3-9(LC 9) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; enclosed; MWFRS (all heights) and C-C Exterior(2) 0-7-9 to 3-7-9, Interior(1) 3-7-9 to 3-11-8, Exterior(2) 3-11-8 to 6-11-8 zone; cantilever left and fight exposed ; end vertical left and right exposed;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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-" wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 3. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. vEGANG 4 .: •�Q�GdSTEq�O '. No.19900415 o STATE OF Q March 13,2018 Q WARNING - Verily CAROM par N. and READ NOTES ON THIS AND INCLUDED MrM( REFERENCE PAGE A II.7473 rev. 104130015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual Wilding component, not a truss system. Before use, the building designer m desigr must verify the applicability of design parameter and properly incorporate this design Into the overall building design. Boxing Indicated is to prevent budding of Individual buss web aMlor lord members only. Additional temporary and pemranenl bracing is always required for stability and to prevent collapse with posdble personal injury and property damage. For general guidance regarding the M iTe k' fabrication, storage, delivery, erection and bracing of busses and buss systems, see ANSVTPI1 Quality Criteria, D88410 and SCSI Building Component 16023 Swingley Ridge Rd SaMty Info mutlon available from Truss Plate Institute, 218 N. Lee Street, Suits 312, Alexandria, VA 22314. Chesterfield, MO 63017 Job Truss Truss Type Ply Habitat Humanity Hamilton County �Qty 132687493 J18801D02 V05 Valley 1 1 Job Reference o tional Probuikd, Mooresville, IN 46158 7,640 a Aug 16 2017 MiTak Industries, Inc. Tue Mar 13 09:04:34 2018 Page 1 ID:8jVcYaB99fE56CjuuVO4k7zBloy-b nvlpkT_LoDOKhill7BAzes6iB17RuME78pjYzbOgB t-t t-0 I 3-t t-t 6.00 F1_2 2 3x4 = 2x4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.15 TC 0.06 TCDL 10.0 Lumber DOL 1.15 BC 0.16 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 BCDL 10.0 Code IBC20061TP12002 (Matrix) LUMBER - TOP CHORD 2x4 SPF-S Stud BOT CHORD 2x4 SPF-S Stud REACTIONS. (lb/size) 1=106/3-10-1, 3=106/3-10-1 Max Horz 1=9(LC 7) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 2x4 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) n/a Ida 999 MT20 169/123 Vert(TL) n/a n/a 999 Horz(TL) 0.00 3 n/a n/a Scale = 1:9.1 Weight: 7 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-05; 90mph; TCDL=6.Opsf; BCDL=6.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; enclosed; MWFRS (ail heights) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 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-M wide will fit between the bottom chord and any other members. 6) "Semi -rigid pitchbreaks including heels" Member and fixity model was used in the analysis and design of this truss. •.P.G�STEq�O • '�'� No. 19900415 ' -o STATE OF Q F SS%ONA `tEN�`��� March 13,2018 Q WARNING - Vnay design Psnx eftnt and READ NOTES ON THIS AND INCLUDED NIT6f REFERENCE PAGE MI.7473 rev. 1&V3W18 BEFORE USE. Design valid for use only with Mrrek® connectors. This design Is based only upon paramsters shown, and In fax an Individual building component, not HE a tone system. Before use, the building designer must verify the applkabillly of design parameters and properly incorporate Oft design Into the overall building design. Bracing Indicalad Is to prevent budding of Individual sues web sMMr lard members only. Additional temporary and permanent bnsckrg Welk' ahvsys required for stability and to prevent collapse with possible personal lalury and property damage. For general guidarae regarding the fabrication, storage, delKwy, erection and bracing of trusses and trues systems, we ANSVrPh l8niay, C.Its. DSO-09 and BCSI Building Component 16023 Swingley Ridge Rd Safety Information available from Truss Plate Institute, 218 N. Lee Strset, Suite 312, Alexandria, VA 22314. Chesterfield, MO 6130117 Symbols PLATE LOCATION AND ORIENTATION 0, 4 1 3/i Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0'}16 " For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIITP11: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 1 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS C1-2� C2-3 o WEBS c3� 4 U �pb S 0- U C a 7 O BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek' MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIIfPI 1. T Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19 % at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or pudins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI TPI 1 Quality Criteria. -----....---....._. _ . . ............_ _ _ ._.._._. DO NOT CUT TRUSSESI TRUSSES CUT BY ANY TRADE I SUB -CONTRACTOR WITHOUT FIRST RECEIVING PERMISSION AND DIRECTION FROM PROBuild, SHALL BE CONTRACTOR / BUILDER RESPONSIBILITY! NO EXCEPTIONS ;_5 3 NANDES SCHEDULE ROOF LOAONSR `TOM BBG Construction - ...--- IESCRIPTION STU OTY DESCRIPTION TCLL 20 PSF ,"r do-* '- H2.S� A Ln TCLs OPSF �� J0•"a�1Y00LL` Habitat House HCAM2 2 S LUS24 TCLO 10 NGUS2&T-2 C LUSW2 SCLL IU PSF AOb•••: j, E•IUP•Iwn: H(iU3261 _ D LusafO BCLD f0 PSF rl Se•N: -- A N.Mr ..nMnw a—/r Oaq /I.aia _--- - -- _ - -_ FF1 rii•"J lffU26 _ E p MUS2S WINO SPEEDYO MPH _.. ._._ ...{ ._.- ITHA. _-� _ F ^'-•T2-2 ...... CODEIfdC 2006 .�! DR•: %'M2012 Lath~ I NOW" by; DOW lMaN