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2020.0015 Truss Engineering Property# 22719331301Re: 2001132 C.E.A. CONSTRUCTION / 1062 Z MiTek USA, Inc. MiTek USA, Inc. 400 Sunrise Avenue, Suite 270 Roseville, CA 95661 Telephone 916-755-3571 The truss drawing(s) referenced below have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Louws Truss. Pages or sheets covered by this seal: R61373188 thru R61373200 My license renewal date for the state of Washington is May 25, 2021. C' February 26,2020 Dyer, Cecil IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. Job- Truss Truss Type Oty Ply CEA. CONSTRUCTION/10622 2001132 T04A MONOPITCH3 R61373188 i b Refpt 0 —LoLeas Truss, Inc, F mdale, WA 98248, 8.330 S Feb 132020 Mi Tek Industries, Inc. Wed Feb 2612:21:58 2020 Page 1 ID:XXh91LRng02MFLCRG 805DzhISm-cfOsEW0MhF42PSHbtRIJ 2bSBifnhw5ltP?6DBzhCat I 1.5x4 II 4 3x4 = 1.5x4 II 3x4 = Scale = 1,26.8 5-5-10 5 0 14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (roc) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.02 2-6 >999 360 MT20 2201195 TCDL 7.0 Lumber DOL 1.15 BC 0.23 Vari -0.04 2-6 >999 240 BCLL 0.0 Rep Stress Ina YES W6 0.27 Horz(CT) 0.01 5 BIG BIG BCDL 10.0 Code IRC2015/TPI2014 Matrix -SH Wind(LL) 0.02 2-6 >999 240 Weight: 461b FT=O% LUMBER- BRACING - TOP CHORD 2x4 DF 1,10.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 DF N0.2 except end verticals. WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. (size) 2=0-5-8,5=0.1-8 Max Horz 2=182(LC 9) Max Uplift 2=-111(LC 12),5=114(!-C 12) Max Gra, 2=510(-C 1), 5=422(-C 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOPCHORD 2-3=-668/121 BOT CHORD 2-6=-207/556, 5-6=-207/556 WEBS 3-5=-600/188 NOTES. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf, h=25ft; Cat, II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Inleriof(1) 2-7-3 to 10-4-12 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) s. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Qt=1b) 2=111,5=114. LtiCIL DyE� °p p 57182 �y � SZONA S�NALVAG February 26,2020 AWARDING- Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEN REFERENCE PAGE MI47473 rev. 10/0MOIS BEFORE USE. Design valid for use only with MiTeWconnectors. 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 anchor chord members Only. Adlional lemporary and permanent bracing M('fe Il1. is always requimdfor slabtity and to prevent collapse with possible personal injury and property, damage. For general guidance regarding the fabncation, storage. delivery, erection and b20ing Of trusses and miss Systems sea ANSr 01 Quality Cited, DSO -89 and SCSI Building Component Mi ak USA, lnc. Saferylnformldron available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandre, VA22314. 400 Sunnse Avenue, Suite 270 5661 Job Truss Truss Type Qty Ply C.E.A. CONSTRUCTION / 1062 Z 2001132 GE01GABLE R61373189 1 1 b R f pt II -ot••_ Tru__, Inc, Ferndale, vvr,-aozvo, 8.330 s Feb 13 2020 MiTak Industries, Inc. Wert Feb 2612:21:482020 Pace 1 „a�.•.",, ._o auzrl-InevoouozaptcywgHLxyaxSmwgG?LTQGasaatjzhGbl 3-0-0 5-0.0 1-0-0 700 3-0-0 3-0-0 1.p-0 Scale = 1:15.0 4x4 = 2x4 = 2114 = 00 LOADING (pat) SPACING- 3-0-0 CSI. DEFL. in (loo) Vdefl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 9 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.13 Verl -0.01 9 >999 240 SCLL 0.0 Rep Stress Incr NO WS 0.03 Hoa(CT) 0.00 6 We n/a BCDL 10.0 Corte IRC2015/TPI2014 Matrix -SH Wind(LL) 0.00 8 >999 240 Weight: 23 lb FT 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD 2-0-0 oc purlins BOT CHORD 2x4 DF No.2 (Switched from sheeted: Spacing > 2-8-0). WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No.2 REACTIONS. (size) 2=0-5-8, 6=0-5-8 Max HOM 2=-40(1-13 13) Max Uplift 2=-107(LC 12), 6=-107(LC 13) Max Gray 2=467(LC 1), 6=467(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-441/126, 3-4=390/161, 4-5=-390/161, 5-6=-441/126 BOTCHORD 2-10=-41/351,9-10=-41/351,8-9=-41/351,6-8=-41/351 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.Bpsf; h=25ft; Cal. Il; Exp C; Enclosed; MWFRS (envelope) gable end zone and GC Exterior(2)-1-0-0to 2-73, Interior(1) 2-7-3 to 3-0-0, Exterior(2) 3-0-0 to 6-7-3, Interior(1) 6-7-3 to 7-0-0 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) 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) Gable studs spaced at 1-4-0 Ga. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 6) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except (jt=lb) f,GIL DyE� 2=107,6=107. C 8) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. OE WASE r4� R 57 8 k^GA FGISTER� ASSIDNALE��4 February 26,2020 ®WARNING -Vetlfy tlasi9n purameursact READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE M&T473rey, 10/031015 BEFOftE USE. Design valid for use only with Nil connectors. This deslgn is based only upon parameters shown, and is far an individual building component, not �� a truss system. Before use, the building designer must verify the applicability of design parameters and property inceneorate this design Into the oveall building design. Bacing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary act permanent bracing is MiTek' always required for stability and to prevent collapse with possible personal injury and pmpery, damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPN Ouality Cdteds, DSB49 end SCSI Building Component MITsk USA, Inc. Se/ety lnhrmatlon available from Truss Plate Institute, 218 N. Lee Street, Site 312. Alexandra, VA22314, 4W Sunrise Avenue. suite 270 Job Truss Truss Type qty Ply C.E.A. CONSTRUCTION/1062Z 2001132 T02861373190 Common q 1 Job Reference o tionan Loi Truss, Inc, Ferntlale, WA -98248, 8.330 s Feb 132020 MiTek Industries, Inc. Wed Feb 2612:21:562020 Page 1 IS XXh91LRngQ2MFLCRG_805DzhISm-3Gg5pr_69egK987CI0gqvdMUuwZDxDS05W49FzhGav 24--D 1-0-0 5-1-02 6-104 6-104 24 0 0D1 0 Scale = 141.7 15x4 II 5.8 =Sx4 1.5x4 11 Plate Offsets (X Y) 19:04-0,0.3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loo) Udefl Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.49 Vert(LL) -(L05 8-9 1999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 SC 0.41 Vert(CT) -0.11 8-9 1999 240 BCLL 0.0 ' Rep Stress ]net YES WE 0.61 HOR(CT) (L02 6 n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix -SH Wind(LL) 0.03 8-9 >999 240 Weight! 101It, FT=O% LUMBER. TOP CHORD 2x4 DF NO.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Size) 2=0-15-8,10=0-3-8,6=10-3-8 Max Hoa 2=87(LC 12) Max Uplift 2=49(LC 8), 10=-203(LC 12), 6=-178(LC 13) Max Grav 2=191(LC 23), 10=1175(LC 1), 6=821(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-59/295, 3-4=767/179, 4-5=-765/177, 5-6=-1512/300 BOTCHORD 8-9=-222/1341,6-8=-222/1341 WEBS 49=0/253, 5-9=-775/255, 3-9=-93/860, 3-10=-1041/260 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins, BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUI1=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25tt; Cat, 11; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterier(2) -1-0-0 to 2-7-3, Inb ior(1) 2-7-3 to 12-0.0, Exterior(2) 12-0-0 to 15-7-3, Interior(1) 15-7-3 to 25-0-0 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 nonconcument with any other live loads. 4) - This truss has been designed for a live load of 20.01 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joints) 2 except (jt=lb) 10=203,6=178, &CI^10YE� February 26,2020 ®WARNING WULF design penal antl READ NOTES ON THIS AND INCLUDED MEEK REFERENCE PAGE MILL473 . LOOD120159EFOREUSE. Design band for use only with MiTeks connectors This design is based only upon parameters shown and is for an individualbilding component, nM air,a truss System. Before use the bulltlng designer must vainly the applicabilityro of design parameters and ppfly' incorporate this tl g into the overall building design. Binding indicated s to prevent buckling Of individual truss web andior chord members only Atldnional temporary and permanent bracing is always required for dabiny and to prevent collapse verb passible personal injury and property damage. For general guidance regarding the M)'lrek' fabwtion, storage, delivery, erection and bracing of Wsses and truss systems, see ANSIAl Quality ensure, DS649 and SCSI Building Component MiTek USA, Inc. Sererylnhrmrtlon available from Tmss Plate lnStRWe, 218 N. Lee Street Suite 312, Alexandra, VA 22314. 4nn n— icn A— Suite 270 R61373191 "" ^` • 5.330 s Feb 132020 MiTek Industries, Inc. Wed Feb 2612:2157 2020 Page 1 1-00-00 ID:XXh91LRng02MFLcRG_805DzhlSm-XSEUTA?kwxyBnliPJkB4R( HBIKGyXLbfiGYhlzhGau -5-1-12 1 10-5-8 5-1-12 5-3-12 15x4 11 Scale = 1 27.3 5-1-12 5-1-12 1.5x4 II 1xa 10-5-8 5-3-12 LOADING (psf)ERep NG. 2-0-0 CSI. DEFL. in floc) /deft Lid PLATES GRIP TCLL 25.0rip DOL 1.15 TC 0.30 Vert(LL) -0.01 5-6 1999 360 MT20 220/195 TCDL 7.0r DOL 1.15 BC 0.19 Vert(CT) -0.03 5-6 1999 240 BCLL 0.0 'ess Inc. YES WE 0.04 Horz(CT) -0.00 5 n/a Fiat BCDL 10.0RC2015ITP112014 Matrix -SH Wind(LL) 0.01 2-6 1999 240 Weight: 461b FT=O% LUMBER- BRACING - TOP CHORD 2x4 F No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 ONo.2 except end verticals. OF WEBS 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (size) 2=0 -5 -S,6=0 -3-8,5=(F1-8 Max HOM 2=180(-C 9) Max Uplift 2=-56(LC 8), 6=-111(LC 12), 5=-59(LC 12) Max Gra, 2=262(LC 1), 6=479(LC 1), 5=185(LC 1) FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-6=.353/166 NOTES. 1) Wind: ASCE 7-10; VUIt=110mph (3 -second gust) Va$d=87mph; TCDL=4.2psf, BCDL=4.8pst h=25ft; Cat. II; EXP C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 10-3-12 zone; Cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MVJFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=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 ft between the bottom chord and any other members. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2, 5 except (jt=1b) 6=111. LECII DYER February 26,2020 ®WARNING- Verify design parva..... antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE AW -7473.5¢ 10/03:201, BEFORE USE Dealer valid for use any wdh MiTek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not �` e truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ■■ buddingdeslgn. Bracing indicated is to prevent bucklingofind'widualtruss wide and/or chord members only. Additional tempoiand errument 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 ANSVTPH Quality CflNrle, DSB49 end Beal Building Componant MiTakk USA, Inc. SefetylnyaTmadon available from Truss Plate Institute. 218 N. Lee small. Suite 312, Alexandria, VA 22314. aher c..,....e r". Suite 270 Scale - 1:24.8 4x4 = 3x4 = 1. it 16 15 14 13 11 LOADING (psf) SPACING- 3-0-0 CSI. DEFL.in (loo) Well Lid TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 "adn"L) -0.00 10 n/r 180 TCDL 7.0 Lumber DOL 1.15 BC 0.07 Vert(CT) 0.00 11 n/r 120 BCLL 0.0 Rep Stress Incr NO WEI 0.03 Horz(CT) 0.00 10 fila n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -SH Wind(LL) 0.00 10 nhr 120 LUMBER - TOP CHORD 2x4 OF No,2 BOTCHORD 2x4DFNo.2 OTHERS 2x4 DF No.2 REACTIONS. All bearings 13-6-0 3x4 = PLATES GRIP MT20 220/195 Weight: 57 to FT=O% BRACING - TOP CHORD 2-0-0 oc purlins (6-0-0 Max.) (Switched from sheeted: Spacing 12-8-0), BOT CHORD Rigid ceiling directly applied or 10-0-0 OC bracing. (lb) - Max Hors 2=78(LC 16) Max UPIi t All uplift 100111 or less at joints) 2, 10, 16, 17, 16, 14, 13, 12 Max Grav All reactions 250 lb or less at joint(s) 15, 16, 17, 14, 13 except 2=264(-C 1), 10=264(LC 1), 18=314(LC 23), 12=314(LC 24) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. NOTES. 11 Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu It=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf BCDL=4.Spsf; 11=25% Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Corti -1-0-0 to 2-9-0, Exter ior(2) 2-9-0 to 6-9-0, COrner(3) 6-9-0 to 10-4-3, Exterior(2) 10-4-3 to 14-6-0 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) 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 ANSITPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 GO. 7) This truss has been designed for a 10.0 par 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 at joint(s) 2, 10, 16, 17, 18, 14, 13, 12. 10) Beveled plate or shim required to provide full bearing surface with truss chard at joint(s) 2. 11) Graphical puffin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. �G�CIL DyF�� WASq GO O� RG� 57182 ob, �OA �l'C7STER� 4' SSIDNAL "- February 26,2020 ®WARNING - Verify return parzmarorc and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147473—. IOwi BEFORE USE Design valid far use only with Wheals 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 ..at 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 Chem members only. Additional temporary and permanent bracing MiTek' s always required far aAlad y and to prevent collapse with possible personal in)ury and property damage. For general guidance regarding Ne fabrication, storage, delivery, erection and bracing of tresses and toss systema, see ANSVhFT1 Dually Cril DS849 antl SCSI Building Component MITek USA mc. Seterylnformmlon available train Truss Plate Institute 218 N. Lee Street, Suae312 Alexandria, VA22314, 400 Sunrise Avenue, Sun,270 Io Job Truss Truss Type Qty Ply C.E. A. CONSTRUCTION/1062Z 2001132 GEN GABLE i 1 �R61�373193 Louvvs Truss, Inc, Femdale, WA - 98248, Job Reference (optional) 8.330 s Feb 13 2020 Mi Tek In(JUSUIes, Inc. Wed Feb 26 12:21:51 2020 Pape 1 d ._...,. -.-... a...• 1111111 xzLxzdlvcry t 4IU.m pI86Yp4jGgpE U2zhGb 24-0-0 25-0-0 5-82 6-3-14 ) 0 0 1 Scale - 141.7 4x4 = 3x4 = 23 22 21 20 19 16 17 5xB = Plate Offsets (XY) [2:0-2-0,0-1-101.l[230-4-0.0-3 TOP CHORD 2x4 DF N0.2 BOT CHORD 2x4 DF N0.2 WEBS 2x4 DF N0.2 -Except- tD OTHERS LOADING lost) SPACING- 3-0-0 CSI. DEFL. in floc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.76 Vert(LL) -0.06 2-24 1999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.56 Ven(CT) -0.14 2-24 1999 240 BCLL 0.0 Rep Stress Incr NO WE 0.16 Horz(CT) 0.01 23 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -SH Wind(ILL) 0.06 2-24 >999 240 Weight: 136 Ib FT=O% LUMBER - TOP CHORD 2x4 DF N0.2 BOT CHORD 2x4 DF N0.2 WEBS 2x4 DF N0.2 -Except- 3-23: 2x6 DF No.2 OTHERS 2x4 DF No.2 BRACING. TOP CHORD 2-0-0 oc purlins (5-3-6 Max.) (Switched from sheeted: Spacing > 2-8-0), BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except' 10-0-0 oc bracing: 2-24,23-24. JOINTS 1 Brace at Jt(s): 7, 26, 28 REACTIONS. All bearings 10-11-8 except (jt=length) 2=0-5-8. (Ib)- Max Horz 2=-131(LC 13) Max Uplift All uplift 100111 or less at joint(s) 15, 21, 20, 19, 18, 17 except 2=-187(LC 12), 23=-259(LC 12), 22=310(LC 23) Max Grav All reactions 250111 or less aljoint(s) 15, 22, 21, 20, 19, 18 except 2=802(LC 1), 23=1598(LC 1), 23=1598(LC 1), 17=306(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -AII forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-955/186, 4.5=-54/358, 5-6=-13/339, 6-7=0/348, 7-8=01339,8-9=-211461. 9-10=-101360, 10-11=-26/341, 11-12=-46/350,12-13=-661352, 13-14=-82/342, 14-15=-116/377 BOT CHORD 2-24=-180/769, 23-24=-183/759, 22-23=-314/152, 21-22=3141152'20-21=-314/152' 19-20=-314/152,18-19=-314/152, 17-18=-314/152,15-17=-314/152 WEBS 3 -28=1174/362,27 -28=-1074/310,26-27=-1136/346,25-26=-1181/367,23-25=-1308/377, 3-24=0/433, 7-25=-373/39, 4-28=434/260, 8-23=-505/117, 9-22=-60/253, 8-25=-83/356, 9-23=-332/106 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf, BCDL=4.8psf; h=25ft; Cat, II; Exp C; Enclosed; M WFRS (envelope) gable end zone and C -C Exterkm(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 12-0-0, Exterior(2) 12-0-0 to 157-3, Interior(l) 15-7-3 to 25-0-0 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 Gable End Details as applicable, or consult qualified building designer as per ANSI7TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 BE 6) This truss has been designed for a 10.0 psf bottom chord live load nonconwrrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 15, 21, 20, 19, 18, 17 except (jt=1b) 2=187, 23=259, 22=310. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. CECIL 01,p, February 26,2020 ......_.._. ®WARNING -Vetlry tlesign pm,uhemrs and READ NOTES ON THIS ANO INCLUDED MTEK REFERENCE GAGE MITEI71 rev. 10/022015 BEFORE USE. Design valid for use only with MITOSIS connectors. This design Is based only upon parameters shown, and is fur an individual building component, not a truss system, aefore use, the building designer must verity the applicability of design parameters and property Incorporate this design into the orerall buildingdasign. Bracing indicated is to prevent Duckling ofindMdualtruss web andlorchord members only. Additional temporary and permanentbrming MiTek' is always required for stability and to prevent collapse won possible personal injury and property damage. For general guidance lassoing the fabdcation,storage, dl erection and bracing oflmsus and truss systems see ANSI?Plf Quality Couple, DSB49 and BCSI Building Component Mi Tek USA, In, Safatirinformaflon swellable from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Alexandria, VA 22314. 4M 1-- r— Suhe 270 a 132 R61373194 --- _- - - oaou s had ld zuZu Ml rek Industries, Inc. Wed Feb 26 12:21:58 2020 Page l ID: XXh91 LRngQ2MFLcRG_805DzhlSm-WOSEW0MhF42PSHbtRiJ_2bQEmmhzPIF%08zhGa1 -100 6-3-14 12.p -p 0 25-0-0 6 3 100 8-3-14 5-8-2 5-&2 6-3-11 4 1 0- � Scale = 1'.41.7 44 = 3x4 = 5x8 3X4 = Id Plate Offsets (X Y)— L8:0-3-0,0-3-01 TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 DF I WEBS 2x4 DF No.2 -- LOADING (psf) SPACING- 2-01 CSI. DEFL. in floc) Ldeff L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.41 Vert(LL) -0.09 2-9 1999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.55 Vert(CT) -0.19 2-9 1999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.12 Hom(CT) 0.05 6 n/a War BCDL 10.0 Code IRC2015ITP12014 Matrix -SH Wnd(LL) 0.06 2-9 1999 240 Weight: 96 lb FT=O% LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 DF I WEBS 2x4 DF No.2 REACTIONS. (size) 2=0-5-8, 6=0-5-8 Max Horz 2=-87(LC 17) always required stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding Me Max Uplift 2=-201(LC 12), 6=-201(LC 13) Max Gra, 2=1067(LC 1), 6=1067(LC 1) FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1963/343, 3-4=-1741/331, 4-5=1741/331, 5-6=-1963/343 BOT CHORD 2-9=-323/1737, 8-9=-126/1155, 6-8=-260/1737 WEBS 48=130/629, 5-8=-382/210, 4-9=-129/629, 3-9=-382/210 BRACING. TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 Be bracing. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vu11=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf, BCDL=4.epsf; h=25ft; Cal. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exlerior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 12-0-0, Exterior(2) 12-0-0 to 15-7-3, Interior(1) 15-7-3 to 25-0-0 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 nonconcumenl 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 2-0-0 wide will ft between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) except 01=11b) 2=201,6=201. CECIL DyFAli .oho x'97182 a sva ,A �CIST2 Zg _�SIDNALE�G� February 26,2020 ®WARNING- ii design 1—mer ms antl READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI4747J rev. 10193 BEFORE USE. Design valid for use only with Mill 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 verity the applicability of design parameters and properly incorporate this design into the overall bulking tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is for 7Sund.. always required stability and to prevent collapse with possible personal inlury and property damage. For general guidance regarding Me fabrication, storage, delivery, election and bracing of W seas and truss systems, see ANSI?PI10uathy CMe la, DS949 entl BCS' Building Component Seletylnformsflon available from Truss Plate lnstitute,218 N. Lee Street Suite 312. Alexandria, VA22314. Suite 270 Scale = 124.7 4x4 = 3x4 = in 17 16 15 14 13 12 3x4 = to NOTES. 11 Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf, BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Comer(3) -1-0-0 to 2-8-8, Exterior(2) 2-8-8 to 6-8-8, Comer(3) 6-8-8 to 10-3-11, Exterior(2) 10-3-11 to 14-5-0 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 Gable End Details as applicable, or consult qualified building designer as per ANSI?PI 1. 4) All plates are 1.5x4 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 par bottom chord live load nonconcurrenl with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-&0 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 joints) 2, 10, 16, 17, 18, 14, 13, 12. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. C'CSL Dyb, February 26,2020 Verify axslgn Parameters and READ NOTES ON THIS AND INCLUOEO 1,11111111111111 rev. 10.0031015 BEFORE USE, use only with Mrreab connectors. This design is based only upon parameters shown, and is for an individual building component, not Before use, the building designer must early the applicability of design parameters and properly incorporate this design into the overall Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- adforstabililyandtoprevent collapse with possible personal injury and property damage. For general guidance regaming the age,delivery, eretlloT and bracing of trul and truss Systems, see^ ANSi Bangor Cifli DSB49 end BCSI Senior, Component MiTek USA, Inc. Bene 270 LOADING (psf) SPACING- 3-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Ven(LL) -0.00 10 n/r 180 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 10 n/r 120 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz CT) 0.00 10 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix -SH Wtnd(LL) 0.00 11 n/r 120 Weight: 571b FT 0% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD 2-0-0 BE purlins (6-0-0 max.) BOT CHORD 2x4 OF No.2 (Switched from sheeted: Spacing > 2-8-0). OTHERS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-5-0. (Ib) - Max Horz 2=-78(LC 13) Max Uplift All uplift 100 It, or less at joints) 2, 10, 16, 17, 18, 14, 13, 12 Max Grant All reactions 250 lb or less at joints) 15, 16, 17, 14, 13 except 2=262(1C 1), 10=262(LC 1), 18=309(LC 23), 12=309(LC 24) FORCES. (Ib) - Max. Comp,/Max. Ten. -AII forces 250 (Ib) or less except when shown. NOTES. 11 Unbalanced roof live loads have been considered for this design. 2) Wnd: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf, BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Comer(3) -1-0-0 to 2-8-8, Exterior(2) 2-8-8 to 6-8-8, Comer(3) 6-8-8 to 10-3-11, Exterior(2) 10-3-11 to 14-5-0 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 Gable End Details as applicable, or consult qualified building designer as per ANSI?PI 1. 4) All plates are 1.5x4 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 par bottom chord live load nonconcurrenl with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-&0 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 joints) 2, 10, 16, 17, 18, 14, 13, 12. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. C'CSL Dyb, February 26,2020 Verify axslgn Parameters and READ NOTES ON THIS AND INCLUOEO 1,11111111111111 rev. 10.0031015 BEFORE USE, use only with Mrreab connectors. This design is based only upon parameters shown, and is for an individual building component, not Before use, the building designer must early the applicability of design parameters and properly incorporate this design into the overall Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- adforstabililyandtoprevent collapse with possible personal injury and property damage. For general guidance regaming the age,delivery, eretlloT and bracing of trul and truss Systems, see^ ANSi Bangor Cifli DSB49 end BCSI Senior, Component MiTek USA, Inc. Bene 270 Job Truss ::was Type i Ply C.E.A. CONSTRUCTION/1062Z 2001132 TO5••�R61373196 Common 2 1 b20 (optional) -��_.,, Inc, reg ivaia, vvn-sozvo, 8.3305 Feb 132020 MiTek industries,Inc. Wed Feb 2612:21:592020 Paget I ---•^ •- •-^.n�.,.,, �� ni l racwucmuauxwt Ui I URIG6318azhGas 1-8-8 68-8 13-5-0 1 J s -e -e 1 -0 -0D -o Scale = 124.7 3 UX4 = lDx9 II 3x4 = LOADING (pi SPACING- 2-0.0 TCLL 25.0 Plate Grip DOL 1.15 TCDL 7.0 Lumber DOL 1.15 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code IRC2015/TPI2014 CSI. TC 0.52 BC 0.40 WB 0.05 Matrix -SH DEFL. in Vert(LL) -0.05 Ven(CT) -0.10 HOR(CT) 0.01 Wind(LL) 0.04 (loc) I/deft L/d 4-6 >999 360 4-6 >999 240 4 me We 2-6 >999 240 PLATES GRIP MT20 220/195 Weight: 45 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-14 oc purlins. BOT CHORD 2x4 OF N0.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 OF No.2 REACTIONS. (size) 2=0-5-8, 4=0-5-8 Max Hoe 2=-52(LC 13) Max Uplift 2=124(LC 12), 4=-124(LC 13) Max Greg 2=623(LC 1), 4=623(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 Tip) or less except when shown. TOP CHORD 2-3=-8541184, 3-4=-854/184 BOTCHORD 2-6=-85/707,4-6=85/707 WEBS 3-6=0/305 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=11 Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cal. II; Exp C; Enclosed; MVVFRS (envelope) gable end zone and C -C Exterior(2) -1 -0-0 to 2-7-3, Interior(1) 2-7-3 to 6-8-8, Exterior(2) 6-8-8 to 10-3-11, Interior(1) 10-3-11 to 14-5-0 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 par bottom chord live load nonconcufrenl 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 fa between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) 2=124,4=124. GEC1L DYE$ 'qP k 5FGtS7182 w� Gey Tfi1L,� �SSjDNALE�G� February Oft'vi Verily des ign paramerors and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE GAGE M6TJ7] rev. 10/0312015 BEFORE USE. valid for use only with MITek®connectors. Tills design is based only upon parameters shown, and is for an individual building component, not system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall design. Bracing indicated is to prevent buckling of individual mad web andlorchord members gory, AdaRlonaltemporary and permanentbracing MiTek' is squired for stability and to prevent collapse with possible personal inlury and properly damage. For general guidance regarding the ,.a N.Leeas Sial dgeSuite312. Nexantiva 22Ai 84ai C/Imda, DSB49 and SCSI Building Component b Truss Truss Type Qty Ply G E. A. CONSTRUCTION/1062Z 01132 1( : i: IB COMMON SUPPORTED CAB R6137319 1 1 �Job Reference (optional) -Ou. _ Truss, Inc, Ferndale, ,,,, _ 98248, 8.330 s Feb 13 2020 MiTek Industries, Inc. Wed Feb 26 12:21:54 2020 Page 1 -1-0-0 11-n,ID.XXh91LRngQ2MFLeRG 805DzhISM-7uVL09zsdOacwrzgecdMPCRp95LVIBW9znlu4N&Gax — !Y Scale = 1:41.7 4x4 = 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x4 = 5x6 = is LOADING (psf) 3-0-0 CSI. DEFL. in (ice) Well Vd PLATES GRIP TCLL 25.0 1.15 TC 0.10 Vert(LL) -0.00 18 n/r 180 MT20 220/195 TCDL 7.0 1.15 :RepStre:sslncr BC 0.06 Vert(CT) 0.00 18 Wr 120 BCLL 0.0 ' NO WB 0.05 Horz(CT) 0.00 18 n/a n/aBCDL 10.0 7TPI2014 Matrix -SH Wnd(LL) 0.00 19 n/r 120 Weight: 1261b FT 0% LUMBER- BRACING - CHORD 2x4 F No.2 TOP CHORD 2-0-0 oc purlins (6-0.0 mi BOT BOT CHORD 2x4 OF No.2 (Switched from sheeted: Spacing > 2-84)). OTHERS 2z4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. All bearings 24-0-0 (lb)- Max Horz 2=-131 (LC 13) Max Uplift All uplift 100 lb or less at joint(s) 2, 28, 29, 30, 31, 32, 33, 34, 26, 25, 24, 23, 22, 21, 20.18 Max Grav All reactions 2501b or less at joint(s) 27, 28, 291 30, 31, 32, 33, 26, 25, 24, 23, 22, 21 except 2=261(LC 1), 34=302(LC 23), 20=302(LC 24), 18=261(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 9-10=85/265, 10-11=-85/270 NOTES. 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10; Vuh=110mph (3 -second gust) Vasd=87mph; TCDL=4.2ps1; BCDL=4.8psf, h=25ft; Cat. Ii; Exp C; EncloseQ M WFRS (envelope) gable end zone and C -C Corner(3) -t-0-0 to 2-8-0, Exterior(2) 2-8-0 to 12-0-0, Comer(3)12-0-Oto 15-7-3, Exterior(2) 15-7-3 to 25-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MN/FRS 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 1.5x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 1-4-0 cc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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 at joint(s) 2, 28, 29, 30, 31, 32, 33, 34, 26, 25, 24, 23, 22, 21, 20, 18. 10) Graphical purim representation does not depict the size or the orientation of the puffin along the lop and/or bottom chord. Vann, di pmrt¢rora antl READ NOTES ON THIS AND INCLUDED M(TEH REFERENCE PAGE Mll-7973 rev. 1"3G015 BEFORF USE ^sea ian"fth MiTek®connectors. This design is based only upon parameters shown. and is for an individual building component not LgCiL DyF� February 26,2020 Wt 's always requiretl for nebilRyantl to preventcollapsawitM1 possiblepersonal injury andwv ,sorry. rAoinonanemporary and permanent bracing MiTek' fabrication storage.tlelive bracing y property damage. For general guldan0e regarding the cause, Brei and bracin of and trusssstems, see ANSUTPH Ouiffry Crudes, DSB49 and SCSI Building Component MiTek USA, Inc. Saferylnformaffon available from Truss Plate Institute. 218 N. Lee SINE, Suite 312, Alexandra, VA 22314. 400 S.mos Avenue, Sub. 270 Job Truss Truss WE I,Qty Ply C.E.A. CONSTRUCTION 11062 Z 2001132 GE04A GABLE 1 1 R61373198 IRf 0 ___.._ ..___, Inc,,,,, _ „��.8.330 s Feb 132020 MIek Industries, Inc. Wed Feb 2612:21522026 Pace 1 ----•-•-•-•ro��..•• .uw uuwuIWIII-nVRa 24-0-0 Ixcm-nv x HWBbuknLJZHxOHFBSVTVnOUzhGaa 0 6 -3-1 4 6-3-14 15-8-2 _I 12_0-0 -_2 Q.i 1-0-0 Scale = 1'.41 7 4.4 = 24 23 22 21 20 19 18 3x4 = 5x8 = LOADING (pi SPACING- 3-0-0 CSI. DEFL. in (loc) I/dell LID! PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.75 Vert(LL) -0.06 15-17 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.55 Vert(DT) -0.13 15-17 >999 240 BCLL 0.0 ' Rep Stress Incr NO VVH 0.17 HOrz(CT) OAi 15 No me BCDL 10.0 Code IRC2015/TP12014 Matrix -SH Wind(LL) 0.0615-17 >999 240 Weight: 136 to FT 0% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD 2-0-0 oc purlins (5-3-6 max.) BOT CHORD 2x4 OF N0.2 (Switched from sheeted: Spacing > 2-8-0). WEBS 2x4 DF N0.2 -Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except 14-18: 2x6 OF No.2 10-0-0 ac bracing: 17-18,15-17. OTHERS 2x4 OF No.2 JOINTS 1 Brace at Jilts): 10, 26, 28 REACTIONS. All bearings 11-0-8 except (jt=length) 15=0-5-8. (lb) - Max Hom 2=-131(LC 13) Max Uplift All uplift 100 lb or less at joints) 2, 20, 21, 22, 23, 24 except 15=-206(LC 13), 18=217(LC 13), 19=-310(LC 24) Mani All reactions 2501b or less atjoint(s) 2, 19, 20, 21, 22, 23 except 15=802(LC 1), 18=1598(LC 1), 18=1598(LC 1),24=306(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -Ail forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-140/375, 34=81/340, 4-5=-53/350, 5-6=18/348, 6-7=0/339, 7-8=0/359, 8-9=0/458,9-10=0/324, 10-11=0/338, 11-12=0/329, 12-13=-1/343,14-15=-960/226 BOT CHORD 2-24=-312/202, 23-24=-312/202, 22-23=-312/202, 21-22=-312/202, 20-21=-312/202, 191 18-19=-312/202, 17-18=-98/765, 15-17=95/774 WEBS 18-25=-1298/360,25-26=-1177/364, 26-27=-1133/344,27-28=-1070/308, 14-28=4164/356, 14-17=0/432,10-25=-367/2,9-18=-532/129,8-19=-63/251, 9-25=-90/383, 8-18=-331/107 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wnd; ASCE 7-10; Vufl=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4,8psf; 11=25fl; Cat. II; Exp C; Enclosed; M WFRS (envelope) gable end zone and C -C Extenor(2) -1-0-0 to 2-8-0, Interiori 2-8-0 to 12-0-0, Extenor(2) 12-0-0 to 15-7-3, Interior(1) 15-7-3 to 25-0-0 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) 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 ANSI7rPl 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 14-0 oc. 6) This truss has been designed for a 10.0 par bottom chord live load nonconcurrent with any other live loads. 7) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) 2, 20, 21, 22, 23, 24 except 0t=lb) 15=206, 18=217, 19=310. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chard. Ly,CSL DyE� February 26,2020 DeWARNING- y ga ersuntl REA➢NGTES ON AND vent rtes/ 74>a ray. 10/031 CEPAGE MIB 4Dr66EFORE USE. �� street base use only e, h street connectors. This Design a based only upon parameters shown, antl is for in individual upon mEmarna shown, and component, not Design system Before a turas system. BBraci used ma designer must of incorporate he aual MR sdesignhaver parameters and property this design Ihis tl and into the overall Bracing is swaysding ed Is to of In truss w members only. bracing prevent bucklingith inrlihbie Was wen aan 's forelivery MiTek- is required stabilityand pr prop For general idanceryanOpermeneM personal injury seentl property S&TRI. For general ids, O S 9 and S0e p and erection always fabrication, storage. collapse with ys'no truss and bracing Smnformation tlelivery,e"in Truss Gracingtitute,21 antl truss rest 31 Alexandre, 22 Duallry, Crlfena, DSBd9 and SCSI BuIItlInBComponens Sa/erylnlormeflon available from Truss Plate Institute, 218 N. Lee Stmet, auAe 312. Alexantlna. VA 22314. Miiek USA, o' enn a„ea.e >.. Job Truss Truss Type Qty Ply C. E. A. CONSTRUCTION 11062Z 2001132 GE02 GABLE 1 1 R61373199 ___Inc, J b R f (optional) -1-0-0 . ` .. V.., - J VL'u 8.330 s Feb 13 2020 MiTek Industries Inc. Wed Feb 26 1221:49 2020 Page 1 3-0-0 6-3-14 ID :XXh91 LRngQ2MFLcRG_805DzhISm-mwISLRvjpUxKp35sf22B69kxf4CR4vpOOM709zhGbO 1-0-0 3-0-0 3-3-14 5-8-25-8-2 6 3 14 __j j5 p Scale = 1:41 B 4x4 — 3x4 = 31 3 30 29 28 27 26 25 24 23 22 21 20 19 5x8 = 3 5-0-0 a-2-10 15-96 3-0-0-0-0 �-n-n 240-0 Plate Offsets(XV) 126 0-3-0.0-3-01, 130.02120181 BOT CHORD 2x4 OF No.2 WEBS 2x4 DF N0.2 `Except - 3 -30: 2x6 DF N0.2 OTHERS 8210 LOADING (pall SPACING- 3-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 25.0 TCDL 7.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 32 -999 360 MT20 220/195 Lumber DOL 1.15 BC 0.12 Vert(CT) -0.01 32 >999 240 BCLL 0.0 Rep Stress met NO WE 0.08 Horz(CT) 0.00 17 n/a Fire BCDL 10.0 Code IRC2015/TP12014 Matrix -SH Wind(LL) 0.00 32 >999 240 Weight: 1311b FT=O% TOP CHORD 2x4 OF N0.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 DF N0.2 `Except - 3 -30: 2x6 DF N0.2 OTHERS 2x4 OF No,2 BRACING - TOP CHORD 2-0-0 oc purlins (6-0-0 max.) (Switched from sheeted: Spacing > 2-8-0). BOT CHORD Rigid ceiling directly applied or 6-0-0 Be bracing, Except: 10-0-0 oc bracing: 2-32,31-32,30-31. REACTIONS. All bearings 19-0-0 except (jt=length) 2=0-5-8, 31=0-3-8. (Ib)- Max Hoi 2=131 LC 12) Max UPlilt All uplift 10016 or less al joints) 2, 17, 27, 28, 29, 25, 24, 23, 22, 21, 20, 19 except 30=-1831LC 12) Max Grab AII reactions 250 Ib or less at joint(s) 17, 26, 27, 28, 29, 25, 24, 23, 22, 21, 20, 31 except 2=459(LC 1), 30=455(LC 23), 19=303(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-024/97 BOT CHORD 2-32=-79/333, 31-32=-82/329, 30-31=-82/329 WEBS 3-33=-427/160, 30-33=-474/186 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8p$f; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Extenor(2)-1-0-0 to 2-7-3, Interlor(i) 2-7-3 to 12-0-0, Exterior(2) 12-0-0 to 15-7-3, Interior(i) 15-7-3 to 25-0-0 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed forwind 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 consufi qualified building designer as per ANSI/TPI 1. 4) Ali plates are 1.5x4 MT20 unless otherwise indicated, 5) Gable studs spaced at 1-4-0 SO 6) This truss has been designed for a 10.0 pelf bottom chord live load nonconcument with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joints) 2, 17, 27, 28, 29, 25, 24, 23, 22, 21, 20,19 except N=1b) 30=183. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. ®WARNING -Verily design pefamerers -d READ NOTES ON TNIS AND INCLUDED all REFERENCE PAGE .1-7473 rev. fn.'OY]015 BEFORE USE. Design valid for use only with MiTek e connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the builtling designer must verify the applicability of design parameters and properly incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stabiny and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncatlon, Details, gallivant, erection and bracing oftrusses and truss systems see ANSI/TPH Quality Criat DSB49 and SCSI Building Component Se1e(yieforme0on available from Thuss Plate Institute, 218 N. Lee Street, Sure 312, Alexandria. VA 22314. &CIL Dyp� February 26,2020 wissis wt MiTek" Louws 2020 4x4 = 2x4 = 2,14 = R61373200 SCale = 1'.15.0 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuM=110mph 13 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf, h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 3-0-0, Exterior(2) 3-0-0 to 6-7-3. Interior(i) 6-7-3 to 7-0-0 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.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ht between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) 2, 4. L�CiL DyF� February 26,2020 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE. 141474]3 rev. 10.'012111 BEFORE USE. Design valid for use only with Millek® connectors. This design Is based only upon parameters shown, and is foran individual bUllding component, not a truss system. Before use, the building designer must verify the applicability of design peramaters 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. Addilldnal temporary and permanent bracing MiTeK is always required for Stability and to prevent collapse with possible personal May and property damage. For general guidance regarding the fabrication, storage, delivery, eretlied and bracing of trusses and truss systems, see ANSVTPII Quelle, Cdtede, Didi and SCSI Building Component MITek USA, Inc. Sateiylafti metran available from Truss Plate Instdule, 218 N. Lee Street, Suite 312, Alexandra VA 22314. 400 Sunrise Ave LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in floc) I/dell Ud PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Ven(LL) -0.00 6 1999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 VertfCT) -0.01 4-6 1999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.02 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -P Wnd(LL) 0.00 6 1999 240 Weight: 22 lb FT=0% LUMBER- BRACING. TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 REACTIONS. (size) 2=0-5-8,4=0-5-8 Max Horz 2=-27(LC 13) Max Uplift 2=-71(LC 12),4=-71([-C 13) Max Grev 2=311(LC 1), 4=311(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-289/85, 3-4=289/85 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuM=110mph 13 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf, h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 3-0-0, Exterior(2) 3-0-0 to 6-7-3. Interior(i) 6-7-3 to 7-0-0 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.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ht between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joints) 2, 4. L�CiL DyF� February 26,2020 ®WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE. 141474]3 rev. 10.'012111 BEFORE USE. Design valid for use only with Millek® connectors. This design Is based only upon parameters shown, and is foran individual bUllding component, not a truss system. Before use, the building designer must verify the applicability of design peramaters 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. Addilldnal temporary and permanent bracing MiTeK is always required for Stability and to prevent collapse with possible personal May and property damage. For general guidance regarding the fabrication, storage, delivery, eretlied and bracing of trusses and truss systems, see ANSVTPII Quelle, Cdtede, Didi and SCSI Building Component MITek USA, Inc. Sateiylafti metran available from Truss Plate Instdule, 218 N. Lee Street, Suite 312, Alexandra VA 22314. 400 Sunrise Ave Wo D W mm Ng m Ny T D m � m 0 g D �sqy to Z X m ° I I m .ed o NJ c O N O� N O N O I I C> n = MtoC.=ZWmm~'W >p & 30 0 m'm D N _NMD 6 Om ON 0 w y N Z O N¢N—d0 y a dG Nd Od O 2o D O.Q O o y i2d9?¢=on°' wm Nom :O m�� 1 ms mmom 42°awoo' oas Zmomvy 5. ?yao* UO m oo N m- m�ow - m OJ6O. 1 ti D pl SN yQ 3 O O O bi y Z j CCl = t0 C 6 P.. J 6 j 0 S O N N `< N N N C mm m c m m m O TOP CHORD � Qo�.Q y N 6x n p 3O MOE w c -e vi � m o(mil O m0 miN N Jin N N V 7J fi ;a �� m N D tip �wo 2.- 0 n Aw o o mo mm ° c`c� � b m Oy< Nw. wA N 0 mm p2 Wm m m Sm m rn mw m p, ym O N C J N N D N y W� - n 2 N y y N d mN V A yr 0 W2.) N �■ O° p,N S� �� 0 - y� (�j mA 3 d� V °� r y p m O N O N. Y o. m y r m F Mxro o m m -Dip m N timO mm Fw 0 w D Z p ys t : O c s p Z (D wa 5N t_ �m m was w 3 etre N 6 j. "O O y p Z wo c ®B pA < ~ y C C) 9 Mo 0 x C4 5 m O m O - o- TOP CHORD N P.a r r 9" r v � r r O N N J m (T A W N .a Q (O ,N V N p N. 'R a° °o q mg mv° mvr Bm �'m0 m� m� gO oo.v �_ =mom mm crE a* ¢D N N a� m c F Q� o m 1D F$ 3 J.N = m > °l m a 3 °?< vv y m 3'n -" e O He R, �'m_: _°-o '<_ Nn- m m m m 3 m m'=N Q SNi'o_ mr3 n OS o g n nm v H o om 7o m H m °1 0 °' _ -v (D �° -3 0 vo rn ° _nx ma 'm_ n,Zv ria m v�y m oma m�' �Q = oN O p3 _va '°°'O n �m _a 23 m3 `° o UI TI ^.5 m � 1°A � �'� n= nm' 3n ao� m'N v ^H dao o _vH nv�3 Qa O r3 m mwm a o- _ no - =cm v n�� m-Oc c3CD >> c 9 ' v mN n ' m c c `_° n uy+ 2 v O m o ' N u,« m m S g n N Son m Hn oT 3a a nmc ac mn a n mc- vm .° .dam 41� vm m mol_ y°' Wim' me ��'@ @N S. a, D�o - °Rx rv° cmctD0 m m Pc �o mg �n oo? vm 4c - Z.2 0- Son R3�T voo - p o a o o n a o Q �^ Z. ? f H ' o'er QiO m R. m= Bi � Q 3 `�'° � 3 0-a O o m n? i�< c w K9a v 'mo .3^cc O E of So m 'n vv o. d Ja JmO 3 �� -@ID o.m 4 v o sm n- m 3 u - (D = P l ;z 0 i9d Job Truss Truss Type qty Ply C.E.A. CONSTRUCTION / 1062 Z 2001132 GE01 GABLE 1 1 DEFL. in Louws TmaS. Inc Ferndale WA 9a9A0. TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Job Reference o tional m4v mi i en inousmes, mc. Wed Feb 26 08:39:25 2020 IDXXh91LRngQ2MFLcRG 805DzhISm-lvXn24nFiSVirwo7inPTim. .RnmvRrnonnr Scale - 1:15.2 4x4 = 2x4 = 2x4 = NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 34-0, Exterior(2) 3-0-0 to 6-7-3, Interior(1) 6-7-3 to 7-0-0 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 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 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 ft between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Ot=1b) 2=107,6=107. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 3-0-0 LOADING (psf) SPACING- 3-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Vert(LL) -0.00 9 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.13 Vert(CT) -0.01 9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix -SH Wind(LL) 0.00 8 >999 240 Weight: 23 Ib FT= 0% LUMBER- BRACING - TOP CHORD 2x4 OF N0.2 TOP CHORD 2-0-0 oc purlins BOT CHORD 2x4 OF No.2 (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 OF No.2 REACTIONS. (Ib/size) 2=467/0-5-8 (min. 0-1-8), 6=467/0-5-8 (min. 0-1-8) Max Hom2=40(LC 13) Max Uplift2=-107(LC 12), 6=-107(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-441/126, 3-12=-390/157, 4-12=-361/161, 4-13=-361/161, 5-13=-390/157, 5-6=-441/126 BOT CHORD 2-10=-41/351,9-10=41/351,8-9=-41/351,6-8=-41/351 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 34-0, Exterior(2) 3-0-0 to 6-7-3, Interior(1) 6-7-3 to 7-0-0 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 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 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 ft between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) except Ot=1b) 2=107,6=107. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 2001132 IGE02 4.4 = Scale= 142.4 3x4 = 31 30 29 28 27 26 25 24 23 22 21 20 19 5x6 = 3jp LOADING lost) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 70.0 SPACING -3-0-0 Plate Grip DOL 7.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015ITP12014 CSI. TC 0.15 BC 0.12 WB 0.08 Matrix -SH DEFL. in Vert(LL) -0.00 Vert(CT) -0.01 Horz(CT) 0.00 Wind(LL) 0.00 floc) I/deft L/d 32 >999 360 32 >999 240 17 n/a n/a 32 1999 240 PLATES MT20 Weight:131lb GRIP 220/195 FT=O% LUMBER- BRACING - TOP CHORD 2x4 OF N0.2 BOT CHORD 2x4 DF N0.2 TOP CHORD 2-0-0 oc purlins (6-0-0 max.) WEBS 2x4 OF No.2 `Except' BOT CHORD (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 6-0-0 oc bracing, Except : W2: 2x6 DF No.2 OTHERS 2x4 DF No.2 10-0-0 oc bracing: 2-32,31-32,30-31. REACTIONS. All bearings 19-0-0 except Qt -length) 2=0-5-8, 31=0-3-8. (Ib)- Max Horz2=131(LC 12) Max Uplift All uplift 100 Ib or less at joint(s) 2, 17, 27, 28, 29, 25, 24, 23, 22, 21, 20, 19 except 30=-183(LC 12) Max Gmv All reactions 2501b or less atjoint(s) 17, 26, 27, 28, 29, 25, 24, 23, 22, 21, 20, 31 except 2=459(LC 1), 30=455(LC 23), 19=303(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-34=-424/83,3-34=-320/97 BOT CHORD 2-32=-79/333, 31-32=-82/329, 30-31=-82/329 WEBS 3-33=427/160, 30-33=-474/186 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 12-0-0, Exterior(2) 12-0-0 to 15-7-3, Interior(1) 15-7-3 to 25-0-0 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 Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 14-0 oc. 6) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2, 17, 27, 28, 29, 25, 24, 23, 22, 21, 20, 19 except Qt=1b) 30=183. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 2001132 IGE03 i SUPPORTED GAB -1-0-0 6-9-0 IU.AAuoi LnngunvirLCNU bubuznrsm-GgaBx9xtbChOBJ?ILc3a2f8XU01_8FpP4Xi?afz 1-0-06-9-0 13-6-0 14-6-0 6-9-0 1-0-0 Scale = 1:25.2 44 = 3x4 = 1. 11 to 15 14 13 12 3x4 = E LUMBER- BRACING - TOP CHORD 2x4 DF N0.2 TOP CHORD 2-0-0 oc purlins (6-0-0 max.) BOT CHORD 2x4 DF No.2 (Switched from sheeted: Spacing > 2-0-0). OTHERS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-6-0. (Ib) - Max Horz 2=78(LC 16) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 10, 15, 17, 18, 14, 13, 12 Max Gray All reactions 2501b or less atjoint(s) 15, 16, 17, 14, 13 except 2=264(LC 1), 10=264(LC 1), 18=314(LC 23), 12=314(LC 24) 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 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Comer(3) -1-0-0 to 2-9-0, Exterior(2) 2-9-0 to 6-9-0, Corner(3) 6-9-0 to 10-4-3, Exterior(2) 10-4-3 to 14-6-0 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 Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 4)All plates are 1.5x4 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 Ib uplift at joints) 2, 10, 16, 17, 18, 14, 13, 12. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSYTPI 1. 12) Graphical punto representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 13-6-0 LOADING (psf) SPACING- 3-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 10 n/r 180 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.07 Verl(CT) 0.00 11 n/r 120 BCLL 0.0 Rep Stress Incr NO WB 0.03 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -SH Wind(LL) 0.00 10 n/r 120 Weight: 571b FT=O% LUMBER- BRACING - TOP CHORD 2x4 DF N0.2 TOP CHORD 2-0-0 oc purlins (6-0-0 max.) BOT CHORD 2x4 DF No.2 (Switched from sheeted: Spacing > 2-0-0). OTHERS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-6-0. (Ib) - Max Horz 2=78(LC 16) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 10, 15, 17, 18, 14, 13, 12 Max Gray All reactions 2501b or less atjoint(s) 15, 16, 17, 14, 13 except 2=264(LC 1), 10=264(LC 1), 18=314(LC 23), 12=314(LC 24) 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 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Comer(3) -1-0-0 to 2-9-0, Exterior(2) 2-9-0 to 6-9-0, Corner(3) 6-9-0 to 10-4-3, Exterior(2) 10-4-3 to 14-6-0 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 Gable End Details as applicable, or consult qualified building designer as per ANSIfTPI 1. 4)All plates are 1.5x4 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 Ib uplift at joints) 2, 10, 16, 17, 18, 14, 13, 12. 10) Beveled plate or shim required to provide full bearing surface with truss chord atjoint(s) 2. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSYTPI 1. 12) Graphical punto representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �i 0 Scale = 1:42.4 4x4 = 23 22 21 20 19 18 17 5x8 = 3Id LOADING (pst) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 3-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Inc, NO Code IRC2015/TPI2014 CSI. TC 0.76 BC 0.56 WB 0.16 Matrix -SH DEFL. in Vert(I-Q -0.06 Vert(CT) -0.14 Horz(CT) 0.01 Wind(LL) 0.06 (loo) I/deg L/d 2-24 >999 360 2-24 1999 240 23 n/a n/a 2-24 >999 240 PLATES MT20 Weight: 136 lb GRIP 220/195 FT=0 LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD 2-0-0 oc purlins (5-3-6 max.) BOT CHORD 2x4 OF No.2 (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 OF No.2 `Except` BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: W2: 2x6 OF No.2 10-0-0 oc bracing: 2-24,23-24. OTHERS 2x4 OF No.2 JOINTS 1 Brace at Jt(s): 7, 26, 28 REACTIONS. All bearings 10-11.8 except Q1=length) 2=0-5-8. (ib) - Max Horz2=-131(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 15, 21, 20, 19, 18, 17 except 2=-187(LC 12), 23=-259(LC 12), 22=-310(LC 23) Max Gray All reactions 250 Ib or less at joint(s) 15, 22, 21, 20, 19, 18 except 2=802(LC 1), 23=1598(LC 1), 23=1598(LC 1), 17=306(LC 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-29=-955/164, 3-29=-839/186, 4-30=-54/321, 5-30=-53/358, 5-6=-13/339, 6-7=0/348, 7-8=0/339, 8-9=-21/461, 9-31=-5/360, 10-31=-10/345, 10-11=-26/341, 11-12=-46/350, 12-13=-66/352,13-14=-82/342,14-15=-116/377 BOT CHORD 2-24=-180/769, 23-24=-183/759, 22-23=-314/152, 21-22=-314/152, 20-21=-314/152, 19-20=-314/152,18-19=-314/152,17-18=-314/152,15-17=-314/152 WEBS 3 -28= -1174/362,27 -28=-1074/310,26-27=-1136/346,25-26=-1181/367,23-25=-1308/377, 3-24=0/433, 7-25=-373/39, 4-28=-134/260, 8-23=-505/117, 9-22=-60/253, 8-25=-83/356, 9-23=-332/106 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 12-0-0, Exterior(2) 12-0-0 to 15-7-3, Interior(1) 15-7-3 to 25-0-0 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 Gable End Details as applicable, or consult qualified building designer as perANSI/TPI 1. 4)All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 15, 21, 20, 19, 18, 17 except Qt=lb) 2=187, 23=259, 22=310. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSIfrPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply C.E.A. CONSTRUCTION 11062 Z 2001132 GE04A GABLE 1 i Lou Truss. Inc.. Ferndale Wn 9x948 ^^^ BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Job Reference o tional jan 44 zuzu mu ex Inousmes, Inc. Wed Feb 26 08:39:44 2020 Scale=1:42,4 4x4 = 24 23 22 21 20 19 18 5x8 = LOADING (ps0SPACING- TCLL 25.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 3-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.75 BC 0.55 WS 0.17 Matrix -SH DEFL. in (loc) I/deft L/d Vert(LL) -0.06 15-17 1999 360 Vert(CT) -0.13 15-17 1999 240 Horz(CT) 0.01 15 n/a n/a Wind(LL) 0.0615-17 >999 240 PLATES MT20 Weight: 136 lb GRIP 2201195 FT=O% LUMBER- BRACING - TOP CHORD 2x4 OF N0.2 TOP CHORD 2-0-0 oc purlins (5-3-6 max.) BOT CHORD 2x4 OF No.2 (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 DF N0.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: W3: 2x6 OF No.2 10-0-0 oc bracing: 17-18,15-17. OTHERS 2x4 DF No.2 JOINTS 1 Brace at Ala): 10, 26, 28 REACTIONS. All bearings 11-0-8 except (jt --length) 15=0-5-8. (Ib)- Max Hom2=-131(LC 13) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 20, 21, 22, 23,24 except 15=-206(LC 13),18=-217([-C 13), 19=-31 O(LC 24) Max Gray All reactions 250 Ib or less atjoint(s) 2, 19, 20, 21, 22, 23 except 15=802(LC 1), 18=1598(LC 1), 18=1598(LC 1), 24=306(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-140/375, 3-4=-81/340, 4-5=-53/350, 5-6=-18/348, 6-7=0/339, 7-29=0/343, 8 -29=0/359,8 -9=0/458,9-10=0/324,10-11=0/338,11-12=0/329,12-30=0/343, 13-30=-1/310, 14-31=-845/226, 15-31=-960/205 BOT CHORD 2-24=-312/202, 23-24=-312/202, 22-23=-312/202, 21-22=-312/202, 20-21=-312/202, 19-20=-312/202,18-19=-312/202,17-18=-98/765,15-17=-95/774 WEBS 18 -25=-1298/360,25-26=-1177/364,26-27=-1133/344,27-28=-1070/308, 14-28=-1164/356, 14-17=0/432, 10-25=-367/2, 9-18=-532/129, 8-19=-63/251, 9-25=-90/383, 8-18=-331/107 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TC DL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-8-0, Interior(1) 2-8-0 to 12-0-0, Exterior(2) 12-0-0 to 15-7-3, Interior(1) 15-7-3 to 25-0-0 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 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 2, 20, 21, 22, 23, 24 except Ut=lb) 15=206, 18=217, 19=310. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 2001132 IGE04B SUPPORTED GAB 44 = Scale = 142.4 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x4 = 5x6 = 9Id Plate Offsets (X Y)-- 127'0-3-0 0-3-01 24-0.0 LOADING (psf) 3-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCU- 25.0 TCDL 1.15 7Stress TC 0.10 Vert(LL) -0.00 18 n/r 180 MT20 220/195 7.0 BCLL 0.0 ' 1.15 NO BC 0.06 WB 0.05 Vert(CT) 0.00 Hom(CT) 0.00 18 n/r 120 18 BCDL 10.0 PI2014 Matrix -SH Wind(LL) 0.00 n/a n/a 19 n/r 120 Weight: 1261b FT 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF N0.2 TOP CHORD 2-0-0 oc purlins (6-0-0 max.) OTHERS 2x4 DF No.2 (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 24-0-0. (Ib) - Max Horz 2=-131(1-C 13) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 28, 29, 30, 31, 32, 33, 34, 26, 25, 24, 23, 22, 21, 20, 18 Max Grav All reactions 250 Ib or less at joint(s) 27, 28, 29, 30, 31, 32, 33, 26, 25, 24, 23, 22, 21 except 2=261(LC 1), 34=302(LC 23), 20=302(LC 24), 18=261(LC 1) FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 9-10=-85/265, 10-11=-85/270 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vul1=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3) -1-0.0 to 2-8-0, Exterior(2) 2-8-0 to 12-0-0, Corner(3) 12-0-0 to 15-7-3, Exterior(2) 15-7-3 to 25-0-0 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 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 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 Ib uplift at joint(s) 2, 28, 29, 30, 31, 32, 33, 34, 26, 25, 24, 23, 22, 21, 20, 18. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI?PI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 3 Scale = 1:25.1 4x4 = 3.4 = 16 17 16 15 14 13 12 3x4 = LOADING (psf) SPACING- 3-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 10 n/r 180 TCDL 7.0 Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 10 n/r 120 BCLL 0.0 j Rep Stress Incr NO WS 0.03 Horz(CT) 0.00 10 fl/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -SH Wind(LL) 0.00 11 n/r 120 LUMBER. TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2 OTHERS 2x4 DF No.2 REACTIONS. All bearings 13-5-0 PLATES GRIP MT20 220/195 Weight: 57 lb FT=O% BRACING - TOP CHORD 2-0-0 oc purlins (6-0-0 max.) (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (Ib) - Max Ho¢ 2=-78(LC 13) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Grav All reactions 250 Ib or less at joints) 15, 16, 17, 14, 13 except 2=262(LC 1), 10=262(LC 1), 18=309(LC 23), 12=309(LC 24) FORCES. (Ib) -Max. Camp./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 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3) -1-0-0 to 2-8-8, Exterior(2) 2-8-8 to 6-8-8, Corner(3) 6-8-8 to 10-3-11, Exterior(2) 10-3-11 to 14-5-0 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 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 1.5x4 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 toad 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 Ib uplift at joint(s) 2, 10, 16, 17, 18, 14, 13, 12. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard �o Job Truss Truss Type Qty PlyC.E.A. CONSTRUCTION/ 1062 Z 2001132 T01 Common 2 1 LOADING (ps0 SPACING- 2-0-0 CSI. DEFL. in Job Reference (optional) LOUWS mss, Inc.,-ernoale, WA 88248 8.330 s Jan 22 2020 MTek Industries, Inc. Wed Feb 26 08:40:21 2020 Page 1 ID:XXh91 LRngQ2MFLoRG_805DzhISm-OjwyoEWMXfclKX5Kb_PbzZaZOzonf WYJtLa_klzh148 -1-0-03.0.0 6-0-0 7-0-0 100 3-00 300 1 100 Scale =1:15 2 4x4 = 2.4 = 2x4 = LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 OF No.2 REACTIONS. (Ib/Size) 2=311/0-5-8 (min. 0-1-8), 4=311/0-5-8 (min. 0-1-8) Max Horz 2=-27(LC 13) Max Uplift2=-71(LC 12), 4=-71(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-28g/82,4-9=-289/82 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 3-0-0, Exterior(2) 3-0-0 to 6-7-3, Interior(1) 6-7-3 to 7-0-0 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 2-0-0 wide will ft between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2, 4. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard 3-0-0 3-0-0 LOADING (ps0 SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Vert(LL) -0.00 6 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.01 4-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.02 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -P Wind(LL) 0.00 6 >999 240 Weight: 221b FT=O% LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 OF No.2 REACTIONS. (Ib/Size) 2=311/0-5-8 (min. 0-1-8), 4=311/0-5-8 (min. 0-1-8) Max Horz 2=-27(LC 13) Max Uplift2=-71(LC 12), 4=-71(LC 13) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-28g/82,4-9=-289/82 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 3-0-0, Exterior(2) 3-0-0 to 6-7-3, Interior(1) 6-7-3 to 7-0-0 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 2-0-0 wide will ft between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2, 4. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSUTPI 1. LOAD CASE(S) Standard ID:XXh91 Scale = 1:42.4 4x6 = 1.5x4 II 5x8 =3x4 = 1.5x4 8 )? 0 LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TPi: CSI. TC 0.49 BC 0.41 WB 0.61 Matrix -SH DEFL. in Vert(LL) -0.05 Vert(CT) -0.11 Horz(CT) 0.02 Wind(LL) 0.03 (loo) I/dell L/d 8-9 1999 360 8-9 1999 240 6 n/a n/a 8-9 1999 240 PLATES GRIP MT20 220/195 Weight: 101 lb FT=O% LUMBER- BRACING. TOP CHORD 2x4 DF N0.2 BOT CHORD 2x4 OF N0.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. WEBS 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. Mi recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. size) 2=140/0-5-8 (min. 0-1-8), 10=1175/0-3-8 (min. 0-1-8), 6=821/0-3-6 In stallationuide. (min. 0-1-8) Ma Max Harz 2=87(LC 12) ` Max Uplift2=-49(LC 8), 10=-203(LC 12), 6=-178(LC 13) Max Grav2=191(LC 23), 10=1175(LC 1), 6=821(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-11=-44/295, 3-12=-767/168, 4-12=-676/179, 4-13=-676/177, 5-13=-765/165, 5-14=-1397/300,6-14=-1512/290 BOT CHORD 8-9=-222/1341, 6-6=-222/1341 WEBS 4-9=0/253, 5.9=-775/255, 3-9=43/860, 3-10=-1041/260 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0.0 to 2-7.3, Interior(l) 2-7-3 to 12-0-0, Exterior(2) 12-0-0 to 15-7-3, Interior(l) 15-7-3 to 25-0-0 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 2-0-0 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 Ib uplift atjoint(s) 2 except Gt=lb) 10=203,6=178, 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply C.E.A. CONSTRUCTION / 1062 Z 2001132 T02A MONOPITCH 2 1 LOADING (psf) Louws Truss. Inc FerrxfAe WA 98248 CSI. DEFL. in Job Reference o III 8.330 s Jan 22 2020 MTek Industries, Inc. Wed Feb 26 08:40:29 2020 Page 1 ID:XXh91LRngQ2MFLCRG_805DzhISm-9GP TzcNeG.Hmis3fZTIFvtaBVyX7CVjaWPOZzh140 -t-0-0 5'1'12 10-5-8 1-0-0 5-1-12 5-3-72 Scale =1:26.3 1.5x4 II 4 LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 OF No.2 BRACING. TOPCHORD BOTCHORD REACTIONS. (Ib/size) 2=262/0-5-8 (min. 0-1-8), 6=479/0-3-8 (min. 0-1-8), 5=185/0-1-8 (min. 0-1-8) Max Horz2=180(LC 9) Max Uplift2=-56(LC 8), 6=-111(LC 12), 5=-59(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-353/166 Structural wood sheathing directly applied or 6-0-0 oc purlins except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuII 10mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Extenor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 10-3-12 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 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 2, 5 except Ot=lb) 6=111. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 5-7-12 5-3-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.01 5-6 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.19 Vert(CT) -0.03 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE 0.04 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code IRC2015/fP12014 Matrix -SH Wind(LL) 0.01 2-6 >999 240 Weight 46 Ib FT = 0- LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 OF No.2 BRACING. TOPCHORD BOTCHORD REACTIONS. (Ib/size) 2=262/0-5-8 (min. 0-1-8), 6=479/0-3-8 (min. 0-1-8), 5=185/0-1-8 (min. 0-1-8) Max Horz2=180(LC 9) Max Uplift2=-56(LC 8), 6=-111(LC 12), 5=-59(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 3-6=-353/166 Structural wood sheathing directly applied or 6-0-0 oc purlins except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; VuII 10mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Extenor(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 10-3-12 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 20.0psf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 2, 5 except Ot=lb) 6=111. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard �1 1-0-0114-0-0 6-3-14 5-g-2 25-0-0 5-6-2 6-3-14 1-o-0 -- Scale = 1:42A 4.4 = 3.4 = 5x6 = 3x4 = LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING. :2-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015ITPI2014 CSI. TC 0.41 BC 0.55 WB 0.12 Matrix -SH DEFL. in Vert(LL) -0.09 Vert(CT) -0.19 Hom(CT) 0.05 Wind(LL) 0.06 (loc) I/deo Lid 2-9 >999 360 2-9 >999 240 6 n/a n/a 2-9 >999 240 PLATES GRIP MT20 220/195 Weight 96 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 OF N0.2 TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins. WEBS 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 2-1067/0-5-8 (min. 0-1-8), 6=1067/0-5-8 (min. 0-1-8) Installation guide. Max Horz2=-87(LC 17) Max Uplift2=-201(LC 12), 6=-201(LC 13) FORCES. (Ib) - Max. Camp./Max. Ten. - All forces 250 (ib) or less except when shown. TOP CHORD 2 -10= -1963/331,3 -10= -1896/343,3 -11=-1741/320,4-11=-1662/331,4-12=-1662/331,5-12=-1741/319, 5-13=-1896/343,6-13=-1963/331 BOT CHORD 2-9=-323/1737, 8-9=-126/1155, 6-8=-260/1737 WEBS 4-8=-130/629,5.8=-382/210,4-9=-129/629,3-9=.382/210 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUlt-110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7.3 to 12-0-0, Exterior(2) 12-0-0 to 15-7-3, Interior(1) 15-7-3 to 25-0-0 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 ft between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=lb) 2=201,6=201. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply C.E.A. CONSTRUCTION / 1062 Z 2001132 T04A MONOPITCH 3 1 SPACING- 2-0-0 CSI. DEFL. in (loc) Job Reference (optional) LOUWS I fuss, Inc., Femaale, WA x8248 8.330 s Jan 22 2020 MTek Industries, Inc. Wed Feb 26 08:40:37 2020 Page 1 ID:XXh91LRngQ2MFLcRG_BOSDzhISm-wou?9110IZdUF?JPXLiLcxFFpPD6PhhgZgsgH6zhl3u -1-0-0 5-5-10 10-6-8 1-0-0 5-5-10 5-0-14 ' Scale =1:25 0 1.5x4 II 4 3x4 = 1.5x4 II oxo = LUMBER- BRACING - TOP CHORD 2x4 DF No.2 5-5-10 BOTCHORD 2x4 DF No.2 WEBS 2x4 OF No.2 5-0-14 REACTIONS. (Ib/size) 2=510/0-5-8 (min. 0.1-8), 5=422/0-1-8 (min. 0-1-8) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.02 2-6 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.04 2-6 >999 240 BCLL 0.0 ' Rep Stress Incr VES WB 0.27 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code IRC2015/TPI2014 Matrix -SH Wind(LL) 0.02 2-6 >999 240 Weight: 46 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD BOTCHORD 2x4 DF No.2 WEBS 2x4 OF No.2 BOTCHORD REACTIONS. (Ib/size) 2=510/0-5-8 (min. 0.1-8), 5=422/0-1-8 (min. 0-1-8) Max Horz 2=182(LC 9) Max Uplift2=-111(LC 12), 5=-114(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-668/111,3-7=-607/121 BOTCHORD 2-6=-207/556,5-6=-207/556 WEBS 3-5=-600/188 Structural wood sheathing directly applied or 6-0-0 cc purlins except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installad during truss erection, in accordance with Stabilizer Installation guide. NOTES - 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) .1-0-0 to 2.7-3, Interior(1) 2-7-3 to 10-442 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) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Ot=Ib) 2=111, 5=114. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Truss Type Oty Ply C.E.A. CONSTRUCTION / 1062 Z 2001132 T05 Common 2 1 TOP CHORD Structural wood sheathing directly applied or 5-8-14 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 Job Reference (optional) 8.330 5 Jan 22 2020 MITek Industries, Inc. Wed Feb 26 08:40:40 2020 ID:XXh91LRnaQ2MFLcRG 805DzhlSm-KNZ8nikG2D236S2 CTF2Fw_ciennr;r_SnaFMm Scale = 1:25.1 4x6 = 3x4 = 1.5x4 II 3x4 = LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015ITP12014 CSI. TC 0.52 BC 0.40 WB 0.05 Matrix -SH DEFL. in Vert(LL) -0.05 Ven(CT) -0.10 Horz CT) 0.01 Wind(LL) 0.04 (loc) I/deFl Lid 4-6 >999 360 4-6 >999 240 4 n/a n/a 2-6 >999 240 PLATES GRIP MT20 220/195 Weight: 45 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-14 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=623/0-5-8 (min. 0-1-8),4=62310-5.8 (min. 0-1-8) Max Horz2=-52(LC 13) Max Uplift2=-124(LC 12), 4=-124(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-7=-854/171, 7-8=-781/172, 3-8=-772/184, 3-9=-772/184, 9-10=-781/172, 4-10=-854/171 BOTCHORD 2-6=-85/707,4-6=-85/707 WEBS 3-6=0/305 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. 11; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-310 6-8-8, Exterior(2) 6-8-8 to 10-3-11, Interior(1) 10-3-11 to 14-5-0 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 2-0-0 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 Ib uplift at joints) except dt=1b) 2=124,4=124. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Job Truss Tmss Type Qty Ply C.E.A. CONSTRUCTION 11062 Z 2001132 GE01 GABLE 1 1 Plate Grip DOL 1.15 TC 0.15 Ved(LL) -0.00 9 >999 360 MT20 220/195 J bR(fn (optional) o.aau s dan zz zuzu MI ex Industries, Inc. Wed Feb 26 08:39:25 2020 Scale = 1:15 2 4x4 = 2x4 = 2x4 = 30-0 3-0-0 LOADING (psf) SPACING- 3-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.15 Ved(LL) -0.00 9 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.13 Vert(CT) -0.01 9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(CT) 0.00 6 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix -SH Wind(LL) 0.00 8 >999 240 Weight 23 Ib FT= D% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD 2-0-0 oc purlins BOT CHORD 2x4 OF No.2 (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF No.2 REACTIONS. (Ib/size) 2=467/0-5-8 (min. 0-1-8), 6=467/0-5-8 (min. 0-1-8) Max Horz 2=-40(LC 13) Max Uplift2=-107(LC 12), 6=-107(LC 13) FORCES. (lb) -Max. Camp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-441/126, 3-12=-390/157, 4-12=-361/161, 4-13=-361/161, 5-13=-390/157, 5-6=-441/126 BOT CHORD 2-10=-41/351,9-10=-41/351,8-9=.41/351,6-8=-41/351 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interi0r(1) 2-7-3 to 3-0-0, Exterior(2) 3-0-0 to 6-7-3, Interior(1) 6-7-3 to 7-0-0 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 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable studs spaced at 1-4-0 oc. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except 01=11h) 2=107,6=107. 8) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 9) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 2001132 IGE02 �7 ID:XXh91 Scale=1:42.4 4x4 = 31 30 29 28 27 26 25 24 23 22 21 20 19 5x6 = LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 3-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TP12014 CSI. TC 0.15 BC 0.12 WB 0.08 Matrix -SH DEFL. in Vert(LL) -0.00 Vert(CT) -0.01 Horz(CT) 0.00 Wind(LL) 0.00 (loc) I/deft L/d 32 >999 360 32 >999 240 17 n/a n/a 32 >999 240 PLATES MT20 Weight: 131 Ib GRIP 220/195 FT=O% LUMBER- BRACING - TOP CHORD 2x4 DF N0.2 TOP CHORD 2-0-0 oc purlins (6-0-0 max.) BOT CHORD 2x4 DF No.2 (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 DF N0.2 'Except- BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: W2: 2x6 DF No.2 10-0-0 oc bracing: 2-32,31-32,30-31. OTHERS 2x4 DF No.2 REACTIONS. All bearings 19-0-0 except (It=length) 2=0-5-8, 31=0-3-8. (lb)- Max Horz2=131(1-C 12) Max Uplift All uplift 100 Ib or less at joint(s) 2, 17, 27, 28, 29, 25, 24, 23, 22, 21, 20, 19 except 30=-183(LC 12) Max Grav All reactions 250 Ib or less at joints) 17, 26, 27, 28, 29, 25, 24, 23, 22, 21, 20, 31 except 2=459(LC 1), 30=455(LC 23), 19=303(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-34=-424/83,3-34=-320/97 BOT CHORD 2-32=-79/333, 31-32=-82/329, 30-31=-82/329 WEBS 3-33=-427/160, 30-33=-474/186 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. Il; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 12-0-0, Exterior(2) 12-0-0 to 15-7-3, Interior(1) 15-7-3 to 25-0-0 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 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 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. 7) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 2, 17, 27, 28, 29, 25, 24, 23, 22, 21, 20, 19 except Qt=1b) 30=183. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply C.E.A. CONSTRUCTION / 1062 Z 2001132 GE03 COMMON SUPPORTED GAB 1 1 CSI. DEFL. in (loc) I/defl7,n/a 18=314(LC 23), 12=314(LC 24) Job Ref (optional) 3 ••• •-•••--• oaou s aan ZZ zuzu ml I ex Industries, Inc. Wed Feb 26 08:3934 2020 Page 1 ID:XXh91 LRngQ2MFLCRG_805DzhISm-GgaBx9xtbChQBJ?ILc3aZf8XU01 8FpP4Xi?aFzh 14t -1-0-0 6-8-0 13-6-0 14-6-0 1-0-0 6-94 6-9-0 1-0-0 Scale = 1:25.2 4x4 = 3x4 = 18 17 16 15 14 13 12 3x4 = E LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD 13-6-0 BOT CHORD 2x4 OF No.2 (Switched from sheeted: Spacing > 2-0-0). OTHERS 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-6-0. LOADING (psf) SPACING- 3-0-0 CSI. DEFL. in (loc) I/defl7,n/a 18=314(LC 23), 12=314(LC 24) PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) .0.00 10 n/rMT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.07 Vert(CT) 0.00 11 n/r BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(CT) 0.00 10 n/aBCDL 10.0 Code IRC2015/TPI2014 Matrix -SH Wind(LL) 0.00 10 n/rWeight: 57 lb FT 0% LUMBER- BRACING - TOP CHORD 2x4 OF No.2 TOP CHORD 2-0-0 oc purlins (6-0-0 max.) BOT CHORD 2x4 OF No.2 (Switched from sheeted: Spacing > 2-0-0). OTHERS 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-6-0. (Ib) - Max Horz 2=78(LC 16) Max Uplift All uplift 100 lb or less atjoint(s) 2, 10, 16, 17, 18, 14, 13, 12 Max Gray All reactions 2501b or less atjoint(s) 15, 16, 17, 14, 13 except 2=264(-C 1), 10=264(LC 1), 18=314(LC 23), 12=314(LC 24) 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 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3) -1-0.0 to 2-9-0, Exterior(2) 2.9-0 to 6-9-0, Corner(3) 6-9-0 to 104-3, Exterior(2) 10-4.3 to 14-6-0 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 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4)All plates are 1.5x4 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 ft between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10, 16, 17, 18, 14, 13, 12. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. 11) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and 8802.10.2 and referenced standard ANSI/TPI 1. 12) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 2001132 1GE04 -1-0-06- ......"'V""•"_`•"_"""",,,'��"k��+vwuinvur ron nulrt LVPU2dUoPmFTzt 9-0 12-0-0 17-8-2 - 24-0-0 250-0 1-0-0 6-9-0 5-3-0 5-8-2 6-3-14 1-0-0 Scale = 1 42.4 4x4 = 3.4 = 23 22 21 20 19 18 17 5x8 = 6 )v LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING -3-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.76 BC 0.56 WB 0.16 Matrix -SH DEFL. in Vert(LL) -0.06 Vert(CT) -0.14 Horz(CT) 0.01 Wind(LL) 0.06 (loc) I/dell L/d 2-24 1999 360 2-24 1999 240 23 n/a n/a 2-24 >999 240 PLATES MT20 Weight: 136 Ib GRIP 220/195 FT = 0% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 TOP CHORD 2-0-0 oc purlins (5-3-6 max.) WEBS 2x4 DF -Except' BOT CHORD (Switched from sheeted: Spacing > 2-0-0). Rigid ceiling directly applied or 6-0-0 oc bracing, Except: W2: 2x6 DF No.2 OTHERS 2x4 DF No.2 o. 10-0-0 oc bracing: 2-24,23-24. JOINTS 1 Brace at Jt(s): 7, 26, 28 REACTIONS. All bearings 10-11-8 except at --length) 2=0-5-8. (Ib) - Max Horz2=-131(LC 13) Max Uplift All uplift 100 Ib or less at joints) 15, 21, 20, 19, 18, 17 except 2=-187(LC 12), 23=-259(LC 12), 22=-310(LC 23) Max Grav All reactions 250 lb or less atjoint(s) 15, 22, 21, 20, 19, 18 except 2=802(LC 1), 23=1598(LC 1), 23=1598(LC 1), 17=306(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-29=-955/164, 3-29=-839/186, 4-30=-54/321, 5-30=-53/358, 5-6=-13/339, 6-7=0/348, 7-8=0/339, 8-9=-21/461, 9-31=-5/360, 10-31=-10/345, 10-11=-26/341, 11-12=-46/350, 12-13=-66/352, 13-14=-82/342, 14-15=-116/377 BOT CHORD 2-24=-180/769, 23-24=-183/759, 22-23=-314/152, 21-22=-314/152, 20-21=-314/152, 19-20=-314/152,18-19=-314/152,17-18=-314/152,15-17=-314/152 WEBS 3 -28= -1174/362,27 -28=-1074/310,26-27=-1136/346,25-26=-1181/367,23-25=-1308/377, 3-24=0/433, 7-25=-373/39, 4-28=-134/260, 8-23=-505/117, 9-22=-60/253, 8-25=-83/356, 9-23=-332/106 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 12-0-0, Exterior(2) 12-0-0 to 15-7-3, Interior(1) 15-7-3 to 25-0-0 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) 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 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) "This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will Flt between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 15, 21, 20, 19, 18, 17 except Gt=1b) 2=187, 23=259, 22=310, 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 132 IGE04A I GABLE �1 Scale = 1:42.4 4x4 = = 24 23 22 21 20 19 18 3x4 5x8 = LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 3-0-0 Plate Grip DOL 1.15 LumberDOL 1.15 Rep Stress Incr NO Code IRC2015/TPI2014 CSI. TC 0.75 BC 0.55 WB 0.17 Matrix -SH DEFL. in (loc) I/deft Ltd Vert(LL) -0.06 15-17 1999 360 Vert(CT) -0.1315-17 1999 240 Horz(CT) 0.01 15 n/a n/a Wind(LL) 0.06 15-17 >999 240 PLATES MT20 Weight: 136 lb GRIP 220/195 FT= 0 LUMBER- BRACING - TOP CHORD 2x4 OF N0.2 TOP CHORD 2-0-0 oc purlins (5-3-6 max.) BOT CHORD 2x4 OF N0.2 (Switched from sheeted: Spacing > 2-0-0). WEBS 2x4 DF N0.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing, Except: W3: 2x6 DF No.2 10-0-0 oc bracing: 17-18,15-17. OTHERS 2x4 DF No.2 JOINTS 1 Brace at Jhs): 10, 26, 28 REACTIONS. All bearings 11-0-8 except Qt=length) 15=0-5-8. (lb) - Max Horz2=-131(LC 13) Max Uplift All uplift 100 Ib or less atjoint(s) 2, 20, 21, 22, 23, 24 except 15=-206(LC 13), 18=-217(LC 13), 19=-310(LC 24) Max Grav All reactions 250 Ib or less atjoint(s) 2, 19, 20, 21, 22, 23 except 15=802(LC 1), 18=1598(LC 1), 18=1598(LC 1), 24=306(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2.3=-140/375,3-4=-811340, 4-5=-53/350,5-6=.18/348,6.7=0/339,7.29=0/343, 8 -29=0/359,8 -9=0/458,9-10=0/324,10-11=0/338,11-12=0/329,12-30=0/343, 13-30=-1/310,14-31=-845/226,15-31=-960/205 BOT CHORD 2-24=-312/202, 23-24=-312/202, 22-23=-312/202, 21-22=-312/202, 20-21=-312/202, 19-20=-312/202, 18-19=-312/202, 17-18=-98/765, 15-17=-95/774 WEBS 18 -25=-1298/360,25-26=-1177/364,26-27=-1133/344,27-28=-1070/308, 14-28=-1164/356, 14-17=0/432, 10-25=-367/2, 9-18=-532/129,8-19=-63/251, 9-25=-90/383, 8-18=-331/107 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.Bpsf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-8-0, Intenor(1) 2-8-0 to 12-0-0, Exterior(2) 12-0-0 to 15-7-3, Interior(1) 15-7-3 to 25-0-0 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 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 1-4-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 2, 20, 21, 22, 23, 24 except Qt=1b) 15=206, 18=217, 19=310. 9) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 10) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply C.E.A. CONSTRUCTION / 1062 Z 2001132 GE04B COMMON SUPPORTED GAB 1 1 TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert( L) Job Reference (optional) Scale= 142.4 44 = 3.4 = 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 3x4 = 5x6 = LOADING (psf) SPACING- 3-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 25.0 Plate Grip DOL 1.15 TC 0.10 Vert( L) -0.00 18 n/r 180 TCDL 7.0 Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 18 n/r 120 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(CT) 0.00 18 n/a n/a BCDL 10.0 Code IRC2015ITP12014 Matrix -SH Wind(LL) 0.00 19 n/r 120 LUMBER. TOPCHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 OTHERS 2x4 OF No.2 REACTIONS. All bearings 24-0-0 PLATES GRIP MT20 220/195 Weight:1261b FT=O% BRACING - TOP CHORD 2-0-0 oc purlins (6-0-0 max.) (Switched from sheeted: Spacing 12-0-0), BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. (Ib) - Max Horz2=-131(LC 13) Max Uplift All uplift 100 Ib or less at joint(s) 2, 28, 29, 30, 31, 32, 33, 34, 26, 25, 24, 23, 22, 21, 20, 18 Max Grav All reactions 250 Ib or less at joints) 27, 28, 29, 30, 31, 32, 33, 26, 25, 24, 23, 22, 21 except 2=261(LC 1), 34=302(LC 23), 20=302(LC 24), 18=261(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 9-10=-85/265,10-11=-851270 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cal. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3) -1-0-0 to 2-8-0, Exterior(2) 2-8-0 to 12-0-0, Corner(3) 12-0-0 to 15-7-3, Exterior(2) 15-7-3 to 25-0-0 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 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 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 ft between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 28, 29, 30, 31, 32, 33, 34, 26, 25, 24, 23, 22, 21, 20, 18. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard ' Io Jab TrussTruss Type Qty Ply C.E.A. CONSTRUCTION / 1062 Z 2001132 GE05 COMMON SUPPORTED GAB 1 1 LOADING (psf) SPACING- 3-0-0 CSI. DEFL. in Job Reference (optional) Louws Truss, Inc., Ferndale, WA 98248 ID:XXh91 4x4 = 8.330 s Jan 22 2020 MiTek Industries, Inc. Wed Feb 6w1e=1:25.1 3x4 = 18 17 16 15 14 13 12 3x4 = to LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD 2-0-0 oc purlins (6-0-0 max.) BOT CHORD 2x4 DF No.2 (Switched from sheeted: Spacing > 2-0-0). OTHERS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-5-0. (Ib) - Max Horz 2=-78(LC 13) Max Uplift All uplift 100 Ib or less at joints) 2, 10, 16, 17, 18, 14, 13, 12 Max Grav All reactions 250 Ib or less at joint(s) 15, 16, 17, 14, 13 except 2=262(LC 1), 10=262(LC 1), 18=309(LC 23), 12=309(LC 24) 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 7-10; VuIt=11 Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3) -1-0-0 to 2-8-8, Exterior(2) 2-8-8 to 6-8-8, Corner(3) 6-8-8 to 10-3-11, Exterior(2) 10-3-11 to 14-5-0 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 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 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 ft between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10, 16, 17, 18, 14, 13, 12. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 13-5-0 LOADING (psf) SPACING- 3-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.11 Vert(LL) -0.00 10 n/r 160 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.06 Vert(CT) 0.00 10 n/r 120 BCLL 0.0 ' Rep Stress Incr NO WB 0.03 Horz(CT) 0.00 10 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix -SH Wind(LL) 0.00 11 n/r 120 Weight: 571b FT=O% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD 2-0-0 oc purlins (6-0-0 max.) BOT CHORD 2x4 DF No.2 (Switched from sheeted: Spacing > 2-0-0). OTHERS 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 13-5-0. (Ib) - Max Horz 2=-78(LC 13) Max Uplift All uplift 100 Ib or less at joints) 2, 10, 16, 17, 18, 14, 13, 12 Max Grav All reactions 250 Ib or less at joint(s) 15, 16, 17, 14, 13 except 2=262(LC 1), 10=262(LC 1), 18=309(LC 23), 12=309(LC 24) 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 7-10; VuIt=11 Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Corner(3) -1-0-0 to 2-8-8, Exterior(2) 2-8-8 to 6-8-8, Corner(3) 6-8-8 to 10-3-11, Exterior(2) 10-3-11 to 14-5-0 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 Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 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 ft between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 2, 10, 16, 17, 18, 14, 13, 12. 10) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. LOAD CASE(S) Standard 1-0-0 7-0-0 3-0-0 1-0-0 Style = 1:15.2 4x4 = 2x4 = 2x4 = 3-&0 3-0-0 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Wet L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.09 Verl(LL) -0.00 6 1999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.08 Vert(CT) -0.01 4-6 1999 240 BCLL 0.0 Rep Stress Incr YES WS 0.02 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix -P Wind(LL) 0.00 6 >999 240 Weight: 22 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 OF N0.2 BOT CHORD Rigid ceiling directly applied 10-0-0 WEBS 2x4 OF No.2 or oc bracin 9 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 2=311/0-5-8 (min. 0-1-8),4=311/0-5.8 (min. 0-1-8) Installationuide. Max Horz2=-27(LC 13) Max Uplift2=-71(LC 12), 4=-71(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-8=-289/82, 4-9=-289/82 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cal. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2.7-3, Interior(1) 2-7-3 to 3-0-0, Exterior(2) 3-0-0 to 6-7-3, Interior(1) 6-7-3 to 7-0-0 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 pet 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 ft between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at joint(s) 2, 4. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 132 IT02 I Common �1 Scale = 142.4 4.6 = 1.5x4 If 5x8 = 1.5x4 II LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.49 BC 0.41 WB 0.61 Matrix -SH DEFL. in Vert(LL) -0.05 Vert(CT) -0.11 Horz(CT) 0.02 Wind(LL) 0.03 (loc) I/defl L/d 8-9 >999 360 8-9 >999 240 6 n/a n/a 8-9 >999 240 PLATES GRIP MT20 220/195 Weight: 101 % FT= 0 LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 4-10-15 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 OF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. size) 2=140/0-5-8 (min. 0-1-8), 10=1175/0-3-8 (min. 0-1-8), 6=821/0-3-8 (min. 0-1-8) Ma Max Horz 2=67(LC 12) Max Uplift2=49(LC 8), 10=-203(LC 12), 6=-178(LC 13) Max Gmv2=191(LC 23), 10=1175(LC 1), 6=821(-C 1) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-11=-44/295, 3-12=-767/168, 4-12=-676/179, 4-13=-676/177, 5-13=-765/165, 5-14=-1397/300,6-14=-1512/290 BOT CHORD 8-9=-222/1341, 6-8=-222/1341 WEBS 4-9=0/253, 5-9=-775/255, 3-9=-93/860, 3-10=-1041/260 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.epsf; h=25ft; Cat. II; Exp O; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 12-0-0, Exterior(2) 12-0-0 to 15-7-3, Interior(1) 15-7-3 to 25-0-0 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 2 except Ot=1b) 10=203,6=178. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard g Job Truss Truss Type Qty Ply C.E.A. CONSTRUCTION 11062 Z 2001132 T02A MONOPITCH 2 1 SPACING- Louws Truss. Inc Farndale -1 ___ (loc) I/defl Job Reference (opt onph - --- -8.330 s jan 22 2020 Mirex mcustnes, Inc. Wed Feb 26 08:40 29 2020 Page l ID:XXh91LRngQ2MFLCRG-805DzhISm-9GP TZCNe6ccHmis3fZTIFvtaBVyX7CVjaWP071hl40 -1-0-0 5-1-12 10-5-8 1-0-0 5-1-12 5-3-12 Scale = 126 3 i Sx4 II 4 1.5x4 II LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 OF No.2 BRACING- TOPCHORD BOTCHORD REACTIONS. (Ib/size) 2=262/0-5-8 (min. 0-1-8), 6=479/0-3-8 (min. 0-1-8), 5=185/0-1-8 (min. 0-1-8) Max Horz 2=180(LC 9) Max Up1ift2=-56(LC 8), 6=-111(LC 12), 5=-59(LC 12) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-353/166 Structural wood sheathing directly applied or 6-0-0 cc purlins except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES. 1) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-73 to 10-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.50 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) Bearing at joint(s) 5 considers parallel to grain value using ANSIF-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 2, 5 except Qt=lb) 6=111. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 5-1-12 5-3-12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.30 Vert(LL) -0.01 5-6 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.19 Vert(CT) -0.03 5-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.04 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code IRC2015/TP12014 Matrix -SH Wind(LL) 0.01 2-6 >999 240 Weight: 46 lb FT 0% LUMBER - TOP CHORD 2x4 OF No.2 BOT CHORD 2x4 OF No.2 WEBS 2x4 OF No.2 BRACING- TOPCHORD BOTCHORD REACTIONS. (Ib/size) 2=262/0-5-8 (min. 0-1-8), 6=479/0-3-8 (min. 0-1-8), 5=185/0-1-8 (min. 0-1-8) Max Horz 2=180(LC 9) Max Up1ift2=-56(LC 8), 6=-111(LC 12), 5=-59(LC 12) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 3-6=-353/166 Structural wood sheathing directly applied or 6-0-0 cc purlins except end verticals. Rigid ceiling directly applied or 10-0-0 cc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES. 1) Wind: ASCE 7-10; Vult=11 Omph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-73 to 10-3-12 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.50 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) Bearing at joint(s) 5 considers parallel to grain value using ANSIF-PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift atjoint(s) 2, 5 except Qt=lb) 6=111. 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard 64-0-0 260-0 1-0.0 6-3-14 66-2 5-8-2 63-14 1-0-0 Scale= 1:42A 4x4 = LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr VES Code IRC20151TPI2014 CSI. TC 0.41 BC 0.55 WB 0.12 Matrix -SH BEFL. in Vert(LL) -0.09 Vert(CT) -0.19 Horz(CT) 0.05 Wind(LL) 0.06 (loc) Udell L/d 2-9 >999 360 2-9 >999 240 6 n/a n/a 2-9 X999 240 PLATES GRIP MT20 220/195 Weight: 96 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 DF N0.2 TOP CHORD Structural wood sheathing directly applied or 3-11-14 oc purlins. BOT CHORD 2x4 DF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 MiT:: recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 2=1067/0-5-8 (min. 0-1-8), 6=1067/0-5-8 (min. 0-1-8) Installationuide. Max Harz 2=-87(LC 17) Max Uplift2=-201(1-C 12), 6=-201(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-10=-1963/331, 3-10=-1896/343, 3-11=-1741/320, 4-11=-1662/331, 4-12=-1662/331, 5-12=-1741/319, 5-13=-1896/343,6-13=-1963/331 BOT CHORD 2-9=-323/1737,8-9=-126/1155,6-8=-260/1737 WEBS 4-8=-130/629, 5-8=-382/210, 4-9=-129/629, 3-9=-382/210 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VUIt=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 10 12-0-0, Exterior(2) 12-0-0 to 15-7-3, Interior(1) 15-7-3 to 25-0-0 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift atjoint(s) except (jt=1b) 2=201,6=201. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard Jab Truss Truss Type Qty Ply C.E.A. CONSTRUCTION / 1;62 Z 2001132 T04A MONOPITCH 3Louws 1 Ial Truss. Inc.. Ferndale WA q8248 3x4 = Job R f nc (pf n I) v.j.,u a earn cc cunu rvm ex mausmes, me. uvea Feb 26 0840:37 2020 Page 1 ID:XXhgiLRngQ2MFLCRG_805DzhISm-wou?9iiOIZdUF?JPXLtLUFFPPD6PhhgZgSq H6zhl3u -1-0-0 5-5-10 10-6-8 1-0-0 5-5-10 5-0-14 Scale = 1:25.0 15x4 11 4 LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=510/0-5-8 (min. O-1-8),5=42210-1-8 (min. 0-1-8) Max Horz2=182(LC 9) Max Uplitt2=-111(LC 12), 5=-114(LC 12) BRACING - TOP CHORD BOTCHORD FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=.668/111,3-7=-607/12l BOTCHORD 2-6=-207/556,5-6=-207/556 WEBS 3-5=-600/188 Structural wood sheathing directly applied or 6-0-0 oc purlins except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 10-4-12 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=1b) 2=111,5=114, 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard l� Ial 3x4 = 6 1.5x4 11 5 3.4 = 5-5-10 10-6-8 5-5-10 5-0-14 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 25.0 Plate Grip DOL 1.15 TC 0.29 Vert(LL) -0.02 2-6 >999 360 MT20 220/195 TCDL 7.0 Lumber DOL 1.15 BC 0.23 Vert(CT) -0.04 2-6 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.27 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code IRC2015RPI2014 Matrix -SH Wind(LL) 0.02 2-6 >999 240 Weight 461b FT = 0% LUMBER - TOP CHORD 2x4 DF No.2 BOT CHORD 2x4 DF No.2 WEBS 2x4 DF No.2 REACTIONS. (Ib/size) 2=510/0-5-8 (min. O-1-8),5=42210-1-8 (min. 0-1-8) Max Horz2=182(LC 9) Max Uplitt2=-111(LC 12), 5=-114(LC 12) BRACING - TOP CHORD BOTCHORD FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=.668/111,3-7=-607/12l BOTCHORD 2-6=-207/556,5-6=-207/556 WEBS 3-5=-600/188 Structural wood sheathing directly applied or 6-0-0 oc purlins except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. NOTES. 1) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 10-4-12 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft between the bottom chord and any other members. 4) Bearing at joint(s) 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 5) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Gt=1b) 2=111,5=114, 7) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSVTPI 1. LOAD CASE(S) Standard Job Truss Truss Type Qty Ply C.E.A. CONSTRUCTION/ 1062 Z 2001132 T05 Common 2 1 TOP CHORD Structural wood sheathing directly applied or 5-8-14 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 Job Reference (optional) Louws cuss, inc., Femoaie, vVA nczac i 8.3x0 s Jan 22 2020 MITek Industries, Inc. Wed Feb 26 08:40:40 2020 ID:XXh91 LRna02MFLcRG 805DzhISm-KNZ8nikG2IJ236S2 CTF2EasiRdMo.9n6Fnh1 Scale - 1.25.1 4x6 = 3x4 = 1.5x4 II 3x4 = to LOADING (psf) TCLL 25.0 TCDL 7.0 BCLL 0.0 " BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.15 Lumber DOL 1.15 Rep Stress Incr YES Code IRC2015/TP12014 CSI. TC 0.52 BC 0.40 WB 0.05 Matrix -SH DEFL, in Vert(LL) -0.05 Vert(CT) -0.10 Horz(CT) 0.01 Wind(LL) 0.04 (loc) I/defl L/d 4-6 >999 360 4-6 >999 240 4 n/a n/a 2-6 >999 240 PLATES GRIP MT20 220/195 Weight: 45 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 DF No.2 TOP CHORD Structural wood sheathing directly applied or 5-8-14 oc purlins. BOT CHORD 2x4 OF No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF No.2 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 2=623/0-5-8 (min. 0-1-8), 4=623/0-5-8 (min. 0-1-8) Max Horz 2=-52(LC 13) Max Uplift2=-124(LC 12), 4=-124(LC 13) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-7=-854/171, 7-8=-781/172, 3-8=-772/184, 3-9=-772/184, 9-10=-781/172, 4-10=-854/171 BOT CHORD 2-6=-85/707, 4-6=-85/707 WEBS 3-6=0/305 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=110mph (3 -second gust) Vasd=87mph; TCDL=4.2psf; BCDL=4.8psf; h=25ft; Cat. II; Exp C; Enclosed; MWFRS (envelope) gable end zone and C -C Exterior(2) -1-0-0 to 2-7-3, Interior(1) 2-7-3 to 6-8-8, Exterior(2) 6-8-8 to 10-3-11, Interior(i) 10-3-11 to 14-5-0 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 pat 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 ft between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=1b) 2=124,4=124. 6) This truss is designed in accordance with the 2015 International Residential Code sections R502.11.1 and R802.10.2 and referenced standard ANSI/TPI 1. LOAD CASE(S) Standard INCORPORATED 1 CASH SALE KOOT 1 rusSeS CLIENT APPROVAL TC Pitch PO Box 3168 -40 Ferndale, WA 98248 Phon (360) 384-9000LOUVS P.O. #: Fax:(360) 384-8800 T R U S S Website: w .louwstruss.com INCORPORATED 1 CASH SALE KOOT 1 rusSeS Louws Truss Inc. - PO Box 3168, Femdale Washington 98248 Phone: (360) 384-9000 CLIENT APPROVAL - 2001132 Can Wlkinson 2/26/2020 CLIENT APPROVAL TC Pitch Job Number: 2001132 DATE: 2/26/2020 JOB NAME: C.E.A. CONSTRUCTION / 1062 Z P.O. #: Label Profile SALES REP: Dan Wilkinson SALES PHONE: (360) 384.9000 PLANT: Burlington R -Stub R -Heel SHIP TO: YELM, WA 1,_. 5/12 600-00 ,..2x4 2x4 1-00-00 Notes: cbroadwell@hotmail.com CALE :253-973-7701 Louws Truss Inc. - PO Box 3168, Femdale Washington 98248 Phone: (360) 384-9000 CLIENT APPROVAL - 2001132 Can Wlkinson 2/26/2020 Qty TC Pitch Span TC L -OH L -Cant L -Stub L -Heel Wt. Label Profile Ply BC Pitch Height BC R -OH R -Cant R -Stub R -Heel Tot. Wt. GE01 I 1,_. 5/12 600-00 ,..2x4 2x4 1-00-00 - -.__. 4-01 23 1 -ply- , 1-07-01 1-00-00 4-01... 23.__ _. Common Structural Gable Notes: _-- _-- - -- _--- GE02 1 5112 24-00-00 11, 2 x 4 1-00-00 - - 4-01 131 1 -ply j 5-04-01 2 x 4 1-00-00 - - 4-01 131 Common Structural Gable Notes: ---""""'" """-"- -� GE03 1 5/12 13-06-00 2 x 4 1-00- 00 - 4-01 57 1 -ply 1 3-01-13 2 x 1-00-00 -; - - ` 4-01 '-- 57 Common Supported GableNotes: ; --- --- _-- "--- - ` - - - GE04 1 ..... 5/12 24 -00-00 -50401 2x 4 1 00-00 - 4 01 136 -- 1 -ply j 2x4 1-00-00 _.. 4-01 136 Common Structural Gable (Notes: 1 5112 24-00-00 2 x 4 1 00-00 - 4-1011, 136 j ...Common 1 -ply - 50401 2x4 1-00-00 - - 401 136 Structural Gable :Notes ....:... .._.. __. ...... ...... _.. _.. _. GE0461 5/12 24-00-00 2 x a 1-00-00 - a 01 126 i -ply 5-04-01 2 x 4 1-00-00 - 4-01 126 Common Supported Gable Notes: -- _- GE05 1 5/12 13-05-00 1 2 x 4 1-00-00 4-01 57 1._.._._.___.•.__ 1 ply 3-01-09 2 x 4 1-00-00 - - 4-01 57_- Common Supported Gable Note s: y'.. ___ v _..__ �. . __.__ ________ . ._ ..._ T01 2 5112 6-00-00 2 x 4 3 1-00-00 - - 4_01. 22 __. 1 -ply 1-07-01 2 x 4 1-00-00 - _ - - 4-01 ._ 43 Common .. Notes: .......... ...._. .._... ...... _._ _.... _.. T02 4 5/12 24-00-00 2 x 4 1-00-00 4-01 101 1 ply 5-04-01 2 x 4 1-00-00 __. _._ - - 4-01 405 Common .Notes: ..._.. ... ..... _... T02A 2 .......... 5/12 10-05-08 2 x 4 I 1 00-00 ........ - 4-01 46 -ply :..... 4-613-65 2 x 4 - -.... -..... 4-08-09 92 ..... Monopitch �� :Notes: _... _........... _ _.... _.... __. T04' 17 5/12 24-00-00 2 x 4 1-00-00........ 4-01 96 1 -ply 5-04-01 2x4 1-00-00 _..... - - 4-01- 1627 Common Notes: T04A 3 j 5112 10-06-08 2 x 4 1 1-00-00 -----_.. - - 4-01 46 ,- 1 pIY ---- — 4 OS 12 -----.....- 2 x 4 _ --__-_. . - -- — _ _ 4-08-15 139 -- ..._... _--_- _ Monopitch _Notes: T05 2 µ 5/12 13-05-00 1 2 x 4 1-00-00 - - 4-01 45 1 -ply 3-01 69_2X4 1-00-00 - - 4-01 89 „ Common .Notes:.. _.. ..... _ ..._ _.... Roof Truss Totals: Louws Truss Inc. - PO Box 3168, Femdale Washington 98248 Phone: (360) 384-9000 CLIENT APPROVAL - 2001132 Can Wlkinson 2/26/2020 2001132 C.E.A. CONSTRUCTION / 1062 Z Page: 2 of 2 T 0]teaYs aaa fw+ m ixy>I !+. : '_. �SONERM ,. CITY TYPE SIZE LENGTH NOTE 32 Blocks 2x4 Solid Block 32 Blocks 2x4 Vent Block Total Misc. Items: IM p �J . m 14 �a� P�IE-yy�}}{{ a"&�' 2 II gr �' 1 4 5.. v� dt" ' 1 4 { t t I?:S:a'..a t .SfTi C.v ,e vudu w.�u �e'Y , ..E He.�.v �(.E .flv �y d kf—., til ..:!.I '^.. , t.a - Crane Time 1Hours cbroadwell@hotmail.com CALE :253-973-7701 IMPORTANT - PLEASE REVIEW AND RETURN I HAVE REVIEWED ALL DOCUMENTATION PERTAINING TO THIS ORDER AND AM ORDERING LOUWS TRUSS, INC. TOi8,1r'-,vDr-lnCluded PROCEED WITH THE FABRICATION OF THE ABOVE LISTED COMPONENTS. MY REVIEW HAS INCLUDED THE VERIFICATION OF ALL DETAILS INCLUDING BUT NOT LIMITED TO LAYOUT, SPAN, PITCH, OVERHANG, PROFILE AND BEARING. DELIVERY INCLUDED Plateline Delivery ADDITIONAL CRANE RENTAL WILL BE BILLED AT $200 PER HOUR TERMS 50% DOWN '" TOTAL: $4,225.00 WHEN CRANE SERVICE IS INCLUDED, LOUWS TRUSS, INC. RESERVES THE RIGHT TO GROUND DROP PRODUCT DUE TO UNSAFE OR IMPRACTICAL JOBSITE SITUATIONS AS DETERMINED BY LOUWS TRUSS. I UNDERSTAND THAT CHANGES MADE AFTER LOUWS TRUSS RECEIVES THIS SIGNED CONFIRMATION MAY RESULT IN ADDITIONAL CHARGES AND/OR DELIVERY DELAYS. X DATE: FOR: 1 CASH SALE P.O. 9 SIGN AND RETURN 10 WORKING DAYS PRIOR TO ANTICIPATED DELIVERY DATE TO ALLOW FOR FABRICATION OF ORDER ALL SALES SUBJECT TO CREDIT POLICY / TERMS / APPROVAL AS DETERMINED BY LOUWS TRUSS, INC. Louws TWSS Ina - PO Box 3168, Femdele Washington 98246 Phone: (360) 384-9000 CLIENT APPROVAL - 2001132 -------- - -. Dan Wilkinson 22612020