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HomeMy WebLinkAboutBuilding Plans truss Lumber design values ar*�Iln accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTeko 11'� CA- RE: M11323 -62' Grand Carlton III with porch MiTek USA, Inc. 6904 Parke East Blvd. Site Information: T pa EELL333610-4115 Customer Info: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Mode l: 11323 Lot/BIock: Subdivision: Address: N/A • City: PORT ST LUCIE State: FL ® Y Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: Coy: State: Design Loads Individual Truss Design Drawings Show Special General Truss Engineering Criteria & g ( 9 g p g g Loading.Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# ITruss Name Date 111 IT9680954 I A 10/17/16 �2!I_�T9680955 1 A5 10/17/16 13,1 1 T9680956 l A6 1 10/17/161 - 141 1 T9680957 1 A7 1 10/17/16 15 I 1 T9680958 1 A8 1 10/17/16 1 1 s I 1 T9680959 1 A9 1 10/17/16 1 71 __1 T9680960 1 G RA 1 10/17/16 1 181 1 T9680961 1 GRB 1 10/17/16 1 191 1 T9680962 1 J2 1 10/17/16 1 1110 1 T9680963 1 J4 1 10/17/16 1 111 1 T9680964 1 J6 1 10/17/161 112 1 T9680965 1 J8 1 10/17/16 113 1 T9680966 1 KJ8 1 10/17/16 1 The truss drawing(s)referenced above have been prepared by MiTek ,���° QUIN USA, Inc. under my direct supervision based on the parameters �` pP•..••••.. provided Ivided by Chambers Truss. .` �,. G E Ng�. Truss Design Engineer's Name: Velez,Joaquin 6 1 f32 My license renewal date for the state of Florida is February 28,2017. �tr — IMPORTANT NOTE: The seal on these truss component designs is a certification +� ' STATE OF that the engineer named is licensed in the jurisdiction(s)identified and that the �e� • � . designs comply with ANSl/TPl 1. These designs are based upon parameters ,,n•• A% P•'=a; shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �,��••• O R 1 O•.•�N,��_ 9leereferen MiTek. ce purposeponlycand ryas notecific �akeni�nto accincluded ount in he preparation o ers ;g&10N A thes@signs. MiTek has not independently verified the applicability of the design para eters or the designs for any particular building. Before use,the building designer Joaquin Velez PE No.68182 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Ged 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 17,2016 i Velez,Joaquin .1 of 1 I Job Truss Truss Type , Qty Ply 62'Grand Carlton III with porch - I T9680954 ,M11323 A COMMON 9 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:01 2016 Page 1 ID:a3B4PavKnnZweXyJckSFBgyuFUN-iMeaXsQ91 rHMWrvchlPgcTUSEIMd6iD2tQGGyMySYQy r1 0 0 6-7-13 12-4-13 17-0-0 r 21-73 27-43 34.0-0 _ 5-0 1-0-0 6-7-13 5-9-0 4-7-3 r 4-7-3 5-9-0 6-7-13 T1-0-0, - Scale=1:59.2 4.00 12 4x4= 1 T 6 25 2x3 j 24 2x3 11 I I 3x6% 5 7 3x6 4 8 3x4% 3x4 it 3 9 I I Nt� 2 10 11 ,n 17 16 15 26 27 14 13 12 4x5— 2x3 I 46 3x8= 3x8= 46= 2x3 II 45= I 6-7-13 12-4-13 21-7-3 27-4-3 34-" 6-7-13 5-9-0 9-2-7 5-9-0 6-7-13 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/dell L/d PLATES GRIP TCLU 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.29 15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.72 14-15 >567 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.14 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:163 lb FT=0% it LUMBER- BRACING- TOPI CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-9-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0,10=1362/0-8-0 Max Horz2=179(LC 7) Max Uplift2=832(LC 8),10=-832(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP.CHORD 2-3=3188/1833,3-4=2663/1558,4-5=-2616/1565,5-24=2668/1672,6-24=-2608/1669, j 1 6-25=-2608/1669,7-25=-2668/1672,7-8=-2616/1565,8-9—2663/1558,9-10=-3188/1833 BOTiCHORD 2-17=-1629/2972,16-17=-1629/2972,15-16=-1629/2972,15-26=934/1925, 26-27=934/1925,14-27=934/1925,13-14=-1629/2972,12-13=-1629/2972, 10-12=1629/2972 WEBS 6-14=533/948,7-14=-328/317,9-14=-550/387,6-15=-533/948,5-15=-328/317, 3-15=550/387 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft B=52fh L=34ft;eave=6ft;Cat.II; Ex C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss.has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)';This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 832 Ib uplift at joint 2 and 832 lb uplift at joint'10. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)50 lb down and 29 lb up at 15-0-0, a d 50 lb down and 29 Ito Lip at 19-0-0 on top chord. The designtselection of such connection device(s)is the responsibility of others. 8)IrlIthe LOAD CASES)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-6=-54,6-11=-54,18-21=-20 Concentrated Loads(lb) Vert:24=-50(F)25=-50(F) ®tNARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGE M11--7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall balding design. Bracing indicated Is to prevent buckling of Individual truss web aril/or chord members only.Additional temporary and permanent bracing MiTek' Is alw<r•/z-rfxluiaxl for io-oliity and to txcvent collapse with powlAo porsr)nrii lnp try and pro;,orty dart logo. hx gene*4 guldmco rogay ling ti If, fabrication,storage,delivery,erection and bracing of trusses and muss systems,seeANSi/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 62'Grand Carlton III wth porch T9680955 M71323, A5 SPECIAL 9 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:03 2016 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-elILyYSPZSX4m92—pLr8huZh1Zy4adbKKkl11 FySYCw Ti-0-0 7-8-5 10-6-4 17-0-0 20-4-8 26-4-0 r 34-0-0 35-0-0 1-0-0 7-8-5 2-9-15 6-5-12 3 4 8 5-11-8 7-8-0 1-0-0 Scale=1:61.2 4.00 12 5x8 II 6 I I 2x3 2x3 I I 7 4x6 3x6 Z ' 5 8 3x4 2x3� 4 3 I 9 !I 14 I' N� 2 10 11 r; 5x12 MT18HS= Im d lfl o 13 12 5x12= 2x3 II 3x6= 3x10= 2.00 12 10-6-4 20-4-8 26-4-0 34-0-0 10-6-4 9-10-4 5-11-8 7-8-0 Plate Offsets(X,Y)-- f2:0-2-2,0-0-71,f4:0-3-0,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) 0.74 14 >553 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.48 13-14 >275 240 MT18HS 244/190 BCL,L 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.43 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:154lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-11 oc bracing. WEBS 2x4 SP No.3`Except` WEBS 1 Row at midpt 6-14 6-14:2x4 SP M 30 REACTIONS. (lb/size) 2=1297/0-8-0,10=1327/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-795(LC 8),10=-812(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5402/3080,3-4=-5047/2830,4-5=-5005/2833,5-6=5093/2947,6-7=2352/1498, 7-8=2330/1420,8-9=2383/1406,9-10=-2979/1705 BOTICHORD 2-14=-2837/5142,13-14=-990/2054,12-13=-1496/2765,10-12=-1496/2765 WEBS 3-14=-342/309,5-14=-297/306,6-14=1796/3265,6-13=-246/514,7-13—259/242, 9-13=634/426 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.opsf;h=14ft;B=52ft L=34ft;eave=6ft;Cat.11; E,p C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)TNS truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`;This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit,between the bottom chord and any other members. 6)Bearing at joint(s)2 considers parallel to grain value using ANSI/fPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)f?rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i it i Q WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall mat building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' k;afw<:a;r`;rccp_ircd for stolUllty and to provcfQ collop.r-with pow" o Ixxsrmal Injury and prolxxty d arnagc. For gcncrKil guldoncc rocan.,fing the fabrication,storage,delivery,erection and bracing of Trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 II Jab Truss Truss Type rty Ply 62'Grand Carlton III with porch T9680956 M11323i A6 SPECIAL 1 Job Reference(optional) Chambers Truss, Foil Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:04 2016 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-6xJj9uT1 KmfxNJdBM3MNE56scyHtJ?2UZOVSZhySYOv • 1-0- 8-11-11 16.0-0 18-0-0 20-4-8 25-11-15 34-0-0 5-0- -0-0 8-11-11 7-0-5 2-0-0 2-4-8 5-7-7 8-0-1 -0-0 Scale:3/16'_V, r 4.00 F12 6x8= 5x6= 5 6 2x3�� 3x4 5x6 WB 5x6 34 !178 n I r L.1 2 14 99 9 10 I� 5xl2 MT18HS= 13 I fi O 3x4= 12 11 5x6= 2x3 I I 3x6= WO 2.00 12 I i I 10-6-4 15-0-0 6-0 20-4-8 25-11-15 34-0-0 10.6-4 4-5-12 -0-0 411 5-7-7 8-0-1 Plate Offsets(X,Y)-- 12:0-2-2,0-0-71,(3:0-3-0,Edgel,f5:0-4-0,0-2-31,(7:0-2-7,Edge1 i! LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Vert(LL) 0.6B 14 >601 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.13 14-17 >362 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.79 Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:156lb FT=0% LUMBER- BRACING- TO CHORD 2x4 SP M 30`Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 3-5:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-4-0 oc bracing. BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3`Except' iI 5-14:2x4 S P M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1298/0-8-0,9=1326/0-8-0 Max Horz 2=169(LC 7) Max Uplift2—796(LC 8),9=-811(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOO, CHORD 2-3=-5374/3073,3-4=-5240/3075,4-5=-4981/2826,5-6=-2255/1421,6-7=-2312/1390, 7-8=-2320/1368,8-9=3010/1736 BO iCHORD 2-14=-2825/5111,13-14=1110/2301,12-13=1043/2141,11-12=-1528/2799, 9-11=1528/2799 WEBS 4-14=-487/484,5-14=1581/2900,5-13=-402/185,6-13=-166/517,8-12=-764/537, 8-11=0/257 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)WVind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)•This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fltl between the bottom chord and any other members. 7)Bearing at joint(s)2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 811 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. !I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED 6ffTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. *� Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' t;aiwcry;rocluirc d tar stalhill y and to prcvont collapse with txis;,ri,la rxxsonal injury and pror.,rly denlago.Far goncrc 4 guldccrca rogaKM 1.ltho fabrication,storage,delivery,erection and tracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 3M Alexandria.VA22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680957 M11323, A7 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:05 2016 Page 1 ID:WSJgpGwalPpeur6hk9UjG5yuFUL-a7t5NETf53no?TCNwmtcnJfOEMeV2Pldn1 EP58ySYQu ' r1-0-0 8-10-10 14-0-0 20-0-0 25-11-15 i 34-0-0 35-0-I? r1-0-0 8-10-10 5-1-6 6-0-0 5-11-15 8-0-1 1-0-0 Scale=1:62.3 I' i 5x10= ' 5x6= 4.00 12 4 5 . 3x4 3 6 I � a 11 �� �1 2 7 N 8 _ 5xl2 MT18HS= IoS Oi 10 9 0 'I 5x12 2x3 II 4x5= = 3x10= 2.00 12 it I I I 10-6-4 20-4-8 25-11-15 34-0-0 10-0-4 314-0-0-5-12 6-4-8 5-7-7 8-0-1 Plate I Offsets(X Y)-- (2:0-2-2 0,-0-7i [4:0-5-0 0-1-131 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLh[ 20.0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.66 11 >623 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.88 Vert(fL) -1.40 10-11 >291 240 MT18HS 244/190 BCLU 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a n/a BC61I 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:147 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT iCHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-13 oc bracing. WEB S 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0,7=1327/0-8-0 Max Horz 2=149(LC 6) Max Uplift2=795(LC 8),7=-812(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5357/3035,3-4=-4993/2805,4-5=-2157/1368,5-6=-2364/1410,6-7=-2960/1697 BOT CHORD 2-11=-2785/5096,10-11=-1430/2801,9-10=1486/2746,7-9=1486/2746 WEI IIS 3-11=-412/418,4-11=1327/2588,4-10=-810/415,5-10=-166/455,6-10=-636/444 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52fh L=34ft;eave=6ft Cat.11; Ezp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'iThis 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 fitlbetween the bottom chord and any other members. 7)Bearing at joint(s)2 considers parallel to grain value using ANSUTPI 1 angle to grain formula. Building designer should verify capacity odbearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795 lb uplift at joint 2 and 812 lb uplift at joint 7. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I� i ©WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev.l a(032015 BEFORE USE. R Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not F`} a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is alwcfy:;logJlrrxt for Sla;Ali ty and io pnNCnf col lar!sa wntr r:x,SS$Ao rx_y orial In,"xy and ryorx;ly dl Tnaget . K,r gCn(.nA guldanao regarang 1ho fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Cdferla,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Prate institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 it Job Truss Truss Type City Ply 62'Grand Carlton III with porch T9680958 M11323' A8 SPECIAL 1 1 Job Reference(optional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:07 2016 Pagel ID:WSJgpGwalPpeur6hk9UjG5yuFUL-XW?sovVwdhl WEmM12BW4skkNSAK2WNRwFLjWAOySYQS • r1-0-0 8-8-4 12-0-0 15-8-4 20-4-8 22-0-0 24-8-12 34-0-0 $5-0-Q 1-0-0 8-8-4 3-3-12 3-8-4 4 8 4 1-7-8 2-8-12 9-3-4 1 0 0 Scale=1:62.2 I� 5x6= 3x4 2x3 14x8= 4.00 12 4 20 5 6 21 7 2x3 2x3 Q 8 3 I N p I urn 2 13 9 10 t2 Irr 5x12 MT18HS= 1 co o � 12 11 = 5x12= 3x4= 4x6 3x10 2.00 FIT �I I _ I 10-6-4 20-4-8 1 22-0-0 34-M I� 10-6-4 9-10-4 1-7-8 12-0-0 Plate Offsets(X Y)-- f2:0-2-2 0-0-71 iTO-5-8 0-2-41 f9:0-2-6 Edgel I I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.69 Horz(TL) 0.39 9 n/a n/a BCD t L 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:154lb FT=0% i LUMBER- BRACING- TOO, 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4-SP M 30 BOT CHORD Rigid ceiling directly applied or 4-3-14 oc bracing. WEBS 2x4 SP No.3 II REACTIONS. (lb/size) 2=1292/0-8-0,9=1332/0-8-0 Max Horz2=129(LC 7) Max Uplift2=-794(LC 8),9=813(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPICHORD 2-3=5337/3033,3-4=-4970/2788,4-20=-3801/2193,5-20=-3801/2193,5-6=-2464/1521, 6-21=-2472/1529,7-21=-2472/1529,7-8=-2492/1487,8-9=-2808/1655 BOTI CHORD 2-13=-2785/5078,12-13=1698/3180,11-12=-1158/2331,9-11=-1 432/2593 WEBS 3-13=389/395,4-13=895/1665,5-13=-291/796,5-12=-894/538,7-12=-303/452, 7-11=-228/474,8-11=-408/405 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14fh B=52ft;L=34ft eave=6ft;Cat.11; Ex p C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)P rovide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`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 fitlbetween the bottom chord and any other members. 7)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. ' 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 794 lb uplift at joint 2 and 813 lb uplift at joint 9. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I it ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall btdldng design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent brcring M iTe! is always roquirrrl for swat lIIty and to provord collapse:VAIIh posrdble powinal Int:try and pro lx rty darn ag n. For gonoral guld(.)Cc-rorJarr rQ 7no fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 3M Alexandria.VA 22314. Tampa,FL 33610 Job Truss 711russ Type QtY Ply 62'Grand Carlton III with porch T9660959 M11323 A9 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:08 2016 Page 1 i ID:_etClcxC3ixVV?huts?ypJyuFUK-?iZE?FWYO_9MswxybvRJOxHgpalHFnB4U?T3iSySYQr • r1-0-0 6-7-15 10-0-0 15-2-14 20-41 24-0-0 27-4-1 34-0-0 35-0-0 1-0-0 6-7-15 3-4-1 5-2-14 5-1-2 3-8-0 6-7-15 Scale=1:60.1 it 4x4= 3x4 2x3 I I 4x8= 4.00 12 = 4 22 5 6 23 7 20 20 3 g i 1i 2 9 10 rl, I; di o 15 14 13 i2 11 3x5= 3x8= 3x6= 6x8= 3x6= 3x4= 3x5= Ir �I i 10-0-0 20-4-0 24-0-0 34-0-0 10-0-0 10-4-0 1 3-8-0 10-0-0 Plate Offsets(X,Y)-- f2:0-2-8,Edgel,(7:0-5-4,0-2-01,(9:0-2-2,Edgel 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(ILL) -0.17 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(TL) -0.42 13-15 >574 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.85 Horz(TL) 0.02 13 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:156lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 it REACTIONS. (lb/size) 2=687/0-8-0,9=382/0-8-0,13=1554/0-8-0 Max Horz 2=-1 09(LC 6) Max Uplift2=-441(LC 8),9=-262(LC 8),13=-904(LC 8) Max Grav2=709(LC 17),9=420(LC 18),13=1554(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1196/685,3-4=874/475,4-22=-797/472,5-22=797/472,5-6=-369/747, 11 6-23=-369/747,7-23=369/747,7-8=78/269,8-9=295/175 BOTICHORD 2-15=-543/1091,14-15=-39/316,13-14=39/316,12-13=-245/259,11-12=-245/259 WEBS 3-15=-349/338,5-15=-256/615,5-13=-1162/752,6-13=-260/229,7-1 1=1 561325, 6-11=-387/359,7-13=-762/448 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14fh B=52ft;L=34fh eave=6fh Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding.' 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5).This truss 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 fiti between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 441 lb uplift at joint 2,262 lb uplift at joint 9 and 904 lb uplift at joint 13. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i i Q WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10=12015 BEFORE USE. �R Design valid for use only with MITek6 connectors.This design is based only upon parameters shown,and Is for an Individual building component,not p` a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall budding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• t`;aiv.crys rrxlr-rxrxt for;SCJ;ttlty ancf to prevent r_o6ap:F,vrfti r;x�ss.4�lc;x.csorkII injury rand pro;xaTy cKsnc�o. Mr gen<-xal gu:dancc rularcrrK,T iru; fabrication,storage,delivery,erection and bracing of trusses and-truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 I Job Truss 7rlu Type QLY Ply 62'Grand Carlton III w sh porchT9680960 M11323 GRA 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 1 I D:_etC1 cxC3ixVV?huls?ypJyuFUK-Tv7cDbWA91H D U4W89cyYx9pgDz6A_Cf DifCdEvySYQq • r1-0-0 8-04) 11-1-1 17-" 18-6-0 12.2 26-0-0 34-0-0 35-0-0 1-0-0 8-0-0 5-10-15 I-_0 38-2 3-9-14 Scale=1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, THIS COMPONENT IS TO BE USED IN ROOF DIAPHRAGM,OR PROPERLY CONNECTED CONJUNCTION WITH A RIGID DIAPHRAGM. PURLINS AS SPECIFIED. 4x4= THIS DIAPHRAGM MUST BE CAPABLE OF TRANSFERRING ROOF LOADS TO THE GROUND 11 14 WITH NEGLIGIBLE LATERAL DEFLECTIONS. 9 7x10 4 6 17 6x10 4.00 12 4 3x6 19 3 = 13 16 5x 21 'I 10' N I, II N N1 2 22 23 I� O 29 28 bald 27 26 25 24 3x6 I I 3x6= 6x8= 3x6= 6x8__ 4x4= 3x5= 6x8= I I I 8-0-0 11-1-1-1- 18-6-0 i 26-0-0 _ 34-0-0 8-0-0 31 7-4-15 7-6-0 8-0-0 Plate Offsets(X,Y)-- f3:0-3-8,Edgel,f21:0-3-8,Edgel,f24:0-3-8,0-3-01,I27:0-3-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) 0.10 24-35 >999 360 MT20 244/190 . TCDL 7.0 Lumber DOL 1.25 BC 0.44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.96 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:194 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-7-4 oc purlins. Except: BOT CHORD 2x4 SP M 30 1 Row at midpt 8-21 WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at Jt(s):7,8,19,17,14 REACTIONS. All bearings 0-8-0. (lb)- Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s)except 2=-376(LC 8),27=-1146(LC 8),26=1470(LC 8),22=-646(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=527(LC 13),27=2197(LC 13),26=2894(LC 14), 22=1015(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-561/338,3-5=-306/839,5-7=-584/1206,7-8=-584/1206,8-10—584/1206, 10-12=-584/1206,12-13=-584/1206,13-15=-584/1206,15-16—584/1206, 16-18=-584/1206,18-20=-2121/1203,20-21—2121/1203,21-22=-2176/1197, 4-6=173/256,6-9—1 341313,9-11=-1 14/371,11-14=-200/419,14-17=-102/280, 19-21=-151/268 BOT CHORD 2-29—195/591,28-29=143/463,27-28=143/463,26-27=772/440,25-26=393/630, 24-25—393/630,22-24=1014/2010 WEBS 3-29=457/1105,3-27=-1643/836,5-27=-769/636,5-26=-537/346,13-26=934/608, 18-26=2360/1437,18-24=-782/1690,21-24=-38/353,4-5=-618/520,19-20=-342/310, 14-15=-549/402 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52fh L=34ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`,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 376 lb uplift at joint 2,1146 lb uplift at joint 27,1470 lb uplift at joint 26 and 646 lb uplift at joint 22. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)in the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). C Standard (WARNING'-Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEKREFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. � Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual[wilding component not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall nA building design. Brac_IW Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek• e always-rcxIuirxt tof stabllity,and to prcvont collopso with f xjs5U7le p orsrmal Injury and prop rty darna go. Mr g:,naxal guldcrr.-:<,rexjay.fing the, fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 62'Grand Carlton III with porch T9680960 M11323� GRA HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:09 2016 Page 2 ID: etCl exC3ixW?huts?ypJyuFU K-Tv7cDbWA91H D U4 W 89cyYx9pgDz6A_Cf DifCdEvySYQq i LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) �i Vert:1-3=-54,21-23=-54,29-30=-20,24-29=47(F—27),24-33=20,3-11=-126(F=72),11-21=126(F=72) Concentrated Loads(Ib) Vert:29=-641(F)24=-641(F) II i ,I I I I I I f , I i I I I i I, 'I I i i I i 0�WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED UfTEK REFERANCE PAGE 11471-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an Individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' - t;alb!;roquirca for stall iilty and to provonl collcrp;o with Ix>•.:AC.rmrsonal Ir,:.ry and prof-;Myarno d c. For�•ncrol rlrllclr rcc rrrJarcBng the fabrication•storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314, Tampa,FL 33610 I� Job Truss Truss Type Qty Ply �62'Grand Carlton III with porch T9680961 M11323; GRB HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10:40:09 2016 Page 1 I D:SrRaEyyrgO4M78G4raW BLWyuFUJ-Tv7cDbW A91 HDU 4W 89cyYx9piuz4F_CMDifCdEvySYQq r1-0 8-0-0 13-8-0 17-0-0 20-4-0 26.0-0 34-0-0 • 01—0 8-0-0 5-8-0 3-4-0 3-0-0 5-8-0 8 Scale=1:60.1 I� 5x8 MT18HS= 4x10 5x8 MT18HS= _ 4.00 12 2x3 I 4x6= 2x3 3 23 4 5 6 7 24 8 i N N N11 2 9 101N m 61 O 16 15 14 13 12 11 4x5— 3x6 11 4x6— 6x10= 6x10= 4x6= 3x6 11 4x5— I I 8-0-0-0 13-8-0 20-4-0 26-" 34-0-0 8 -0 5-8-0 6-8-0 5-8-0 8-0-0 Plate Offsets(X,Y)-- (2:0-2-2 Edge],(3:0-5-4 0-2-81 15:0-3-0 Edgel f8:0-5-4 0-2-81 (9:0-2-2 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(fL) -0.27 14-16 >912 240 MT18HS 2441190 BCLL 0.0 ' Rep Stress incr NO WB 0.96 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Weight:153 lb FT=0% LUMBER- BRACING- TOP ICHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-9 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-8-1 oc bracing. WEBS 2x4 SP No.3'Except' WEBS 1 Row at midpt 8-13,6-13 4-14,7-13:2x6 SP No.2 REACTIONS. (Ib/size) 2=1296/0-8-0,13=3993/0-8-0,9=510/0-8-0 Max Horz2=-90(LC 6) Max Uplift2=871(LC 8),13=-2549(LC 8),9=-369(LC 8) Max Grav2=1479(LC 13),13=4684(LC 15),9=563(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TO CHORD 2-3=3514/1878,3-23=2062/1226,4-23=-2062/1226,4-5_2062/1226,5-6=2062/1226, 6-7=1265/2545,7-24=1 26 512 54 5,8-24=-1265/2545,8-9=-692/331 BO (CHORD 2-16=1655/3336,15-16=-1676/3398,14-15=-1676/3398,12-13=-246/658, J 11-1 2=-246/658,9-11=-225/595 WEBS 3-16=-402/1155,3-14—1431/700,4-14=-847/699,7-13=-886/720,8-13=3505/1836, 8-11=-403/1157,6-14=-1431/2780,6-13=-3151/1776 I NOTES- 1)ll,nbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft L=34fh eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'(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 fitbetween the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 871 lb uplift at joint 2,2549 lb uplift at joint 13 and 369 lb uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 26-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 10)!In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase--1.25 Uniform Loads(pit) Vert:1-3=-54,3-8=-131(F=-77),8-10=-54,16-17=-20,11-16=49(F=-29),11-20=-20 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/012015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members oNy.Additional temporary and permanent bracing M ffek' Is always roqulrod for stability and to provost collapse with Ixjssphc porsonal inJr zry ar d prol:><:Ry darnatgo,1-or general gulda nco regarding Inc, fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI i Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety informallon available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 '1 62'Grand Carlton III with porch Job Truss Truss Type Qty Ply i T9680961 M11323 GRB HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 2 I D:SrRaEyyrg04M78G4raW BLWyuFUJ-x5h_QxXowcP45E5KjJTnUMMteNQUjfcMxJyAnLySYop .LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:16=-641(F)11=641(F) I I I I i I� I I I i I ICI ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. �� Design valid for use only with MITeW connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• danrys FcCIUrcd for sXIIAllly and to provont cvfb:per;WIT, px rrimal injury and pro,crty cKiriu:j:. Wr gonon:ll guldanco rogar<fng tho fabricatlom storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandda.VA 22314. Tampa,FL 33610 I I Job Truss TM.N1 Type Qty Ply 62'Grand Carlton III with porch M11323 J2 TRUSS 8 1 Job Reference(optional) T9680962 Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 1 I D:xl?zSlzTbJCDIIrGPH 1 QukyuFU I-x5h_QxXowcP45E5KjJTnUMM21NYljuxMxJyAnLySYQp -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:7.9 3 I 4.00 12 i 2 i I t 4 'I it 3x4= 2-0-0 2-0-0 i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FB02014fTP12007 (Matrix-M) Weight:8 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOTi CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling'directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=37/Mechanical,2=143/0-8-0,4=21/Mechanical Max Horz 2=67(LC 8) Max LIplift3=-30(LC 8),2=-131(LC 8),4=-3(LC 5) Max Grav3=37(LC 13),2=143(LC 1),4=29(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. l NOTES- 1)Wind:ASCE 7-10;VUlt=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft eave=6ft;Cat.11; Ezp C;Encl.,GCpi=0.18;MWFRS(directional);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 tftlbetween the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 3011b uplift at joint 3,131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i III ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify The applicability of design parameters and property Incorporate this design Into the overall building design.Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek' k;gRverys rc_Y;ulurt for st<:'ulitTy and to prevent rx�ttrg75e wrin rxisslbie rx rFonai Injury and t:rrol:=xty damcLgo. For goruaai ouldt-incc regarcling tiro fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply 62'Grand Carlton III with porch T9660963 M11323 J4 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 S Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:40:10 2016 Page 1 I D:PDYLfd_5MdK4MSQTz?ZfRxyuFU H-x5h_QxXowcP45E5KjJTnU MMOdN W ej uxMxJyAnLySYQp 1-0-0 4-" 1-0-0 4-" Scale=1:11.2 3 4.00 12 I i i 2 i 1 4 3x4= 4-0-0 4-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:14 lb FT=0% LUMBER- BRACING- TOPICHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOTI CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=79/Mechanical,2=229/0-8-0,4=39/Mechanical Max Horz2=104(LC 8) Max Uplift3=-75(LC 8),2=171(LC 8),4=-2(LC 8) Max Grav3=79(LC 1),2=229(LC 1),4=60(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2ps1;BCDL=3.Opsf;h=14ft;B=52ft L=3411;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);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 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 fitlbetween the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)P.rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 75 lb uplift at joint 3,171 lb uplift at joint 2 and 2 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i i I I ' ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekO connectors.This design is based only upon parameters shown,and is for an individual building component not a truss system.Before use,]he building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• k;aNX-rP,roqulnr..11or aal*Alty and to prcvr nt collopsc wah rx,.zlo perumai injury Onu prop rty rfari rcuie. K:r goncrol guid,, ucc rogarding Iho fabricatlom storage,delivery.erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss FIrlulss, Type Qty Ply70b Carlton III with porch T9680964 M11323 J6 TRUSS 8 rence(optional) Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Industries,Inc.-Mon Oct 17 10:40:11 2016 Page 1 I D:tP6jtz-j7xSx_c_fXi4uzgyuFUG-PH EMdHYQgVMOgXH 1_t 0av6FnozSLAWAzhkJnySYQo -1-0-0 6-0-0 1-0-0 6-0-0 Scale=1:14.8 �I 4.00 12 I I 2 i � � 1 4 3x4= 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 .360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Vert(TL) -0.09 4-7 >790 240 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:20lb FT=O% LUMBER- BRACING- TOPICHORD 2x4 SP N1.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins.. BID CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS. (lb/size) 3=120/Mechanical,2=321/0-8-0,4=54/Mechanical Max Horz2=142(LC 8) Max Uplift3=-117(LC 8),2=-218(LC 8) Max Grav3=120(LC 1),2=321(LC 1),4=89(LC 3) FO iCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. I NOTES- 1)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;13=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);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 fitlbetween the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 117 lb uplift at joint 3 and 218 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I �j 'I 'I I ®;WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. � Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown.and Is for an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing N9iTek� V caways roquirca for staIAIIN and to pr cvcnt cot tctasa with IXs flAo laorsorral Injiz v�anc.1 pioporty ci arnrago,, For ccrrcrai gul(for to ciarcring iha fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type - Qty Ply 62'Grand Carlton III with porch T9680965 � M11323 JB MONO TRUSS 20 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2D16 MiTek Industries,Inc. Mon Oct 17 10:40:11 2016 Page 1 ID:tP6jtz j7xSx_c_fXi4uz9yuFUG-PHEMdHYQgvXxjOgXH1_10av9TniQSLAWAzhkJnySYQo 1-0.0 8-0-0 • 1-0-0 8-0-0 Scale=1:17.7 3 I 4.00 12 2 I� 1 4 3x4= 8-0-0 8-0-0 Plate Offsets(X Y)-- f2:0-1-2 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:26 lb FT=0% LUMBER- BRACING- TOPi CHORD 2x4 SP M 30 TOP CHORD Structural,wood sheathing directly applied or 5-11-4 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Mechanical,2=411/0-8-0,4=68/Mechanical Max Horz2=180(LC 8) Max Uplift3—160(LC 8),2=-265(LC 8) Max Grav3=164(LC 1),2=411(LC 1),4=118(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wjind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft B=52ft;L=34ft;eave=6fh Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);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)`iThis 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 'ill between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 160 lb uplift at joint 3 and 265 lb uplift at Joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ' ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 114II-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek0 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' M,:ilV ays r'-quire d ti rr gtabillty and to provost cuiictp",,Win pxrsonal injury and property darnag,_ Kr Cv rieral gular.>,ce«xJarcfing Vic- fabrication,storage,dellvery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 I I Job Truss TM,.Ulssl Type city Ply 62'Grand Carlton III with porch T9680966 M11323 KJ8 TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M,rek Industries,Inc. Mon Oct 17 10:40:11 2016 Page 1 I D:Lcg54J?LuEancmZr4Qb7 W MyuFUF-PH EMdHYQgvXxjOgXH 1_1 OavAingZSFRW AzhkJnySYQo -1-5-0 73-4 113-0 1-5-0 7-3-4 3-11-12 ij Scale=1:20.8 4 I I 2.83 FIT 3x4 5 3 I �i 2 7 6 3x4= 2x3 I 5 3x4= I 7-3-4 113-0 7-3-4 3-11-12 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.11 7-10 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.43 Horz(TL) 0.02 6 n/a n/a BCDL 1ao Code FBC2014/TP12007 (Matrix-M) Weight:44lb FT=0 LUMBER- BRACING- TOP,CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOTI CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (II/size) 4=207/Mechanical,2=482/0-11-5,6=556/1vlechanical Max Horz2=244(LC 8) Max Uplift4=207(LC 8),2=-312(LC 8),6=-277(LC 8) Max Grav4=250(LC 13),2=482(LC 1),6=574(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOPICHORD 2-3=-1090/498 BOTCHORD 2-7=-662/1072,6-7=-662/1072 WEBS 3-7=0/309,3-6=-1177/727 NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=52ft;L=34ft;eave=6ft;Cat.11; Ex C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)ri 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 alive 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 lbet ween the bottom chord and any other members. 5)Refer to girder(s)for truss to truss connections. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 207 lb uplift at joint 4,312 lb uplift at joint 2 and 277 lb uplift at joint 6. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)In,the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase--1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2=-54 Trapezoidal Loads(pit) Vert:2=0(F=27,B=27)-to-4=-152(F=-49,B=-49),8=0(F=10,B=1 0)-to-5=-56(F=-1 8,B=-18) I J ®WARNING-Verify design parameter and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. �■� Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Addtional temporary and permanent bracing MiTek' IS aS vcr,.S re(1U:rod for stamuty and to provont ColEcs7.,c::with ixXSonai lnju—y and property dart ag'.. hit cgo'norat grTldc.rcc re-gardiro the fabrication storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 31Z Nexandrla.VA 22314. - Tampa,FL 33610 Symbols Numbering System General Safety Note: PLATE LOCATION AND ORIENTATION 3 ° Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated, (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See SCSI, c1-2 cgs 2. Truss bracing must be designed by an engineer,For wide truss spacing,individual lateral braces themselves o WEBS ca 4 may require bracing,or alternative Tor I c � � � � � bracing should be considered. U pp = 3. Never exceed the design loading shown and never a y' a U stack materials on inadequately braced trusses. 00 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C7-8 C6-7 C56 0 designer,erection supervisor,property owner and plates 0-1114'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5, Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates, THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ]CC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Comber is a non-structural consideration and is the 4 X 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing th 10 is spacing, 9 Y or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others, Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17,Install and load vertically unless indicated otherwise. Min size shown is for crushing only, g� 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. Bill■ is not sufficient. BCSI:-- Building Component Safety Information, 20.Design assumes manufacture in accordance with - - --- -- - Guide to Go5d-Practice for-Handling, - --- _�_ - —_ ___ —__ANSUTPI 1-Quality Installing&Bracing of Metal Plate Connected Wood Trusses, MiTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015 r