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HomeMy WebLinkAboutEngineering Q° Lumber design-'values are in accordance with ANSi/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek <- �. RE: M11323 - 62' Grand Carlton III with porch MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: WYNNNE DEVELOPEM ENT CORP Project Name: M11323 Modelllpnky610 4115 Lot/Block: Subdivision: Address: N/A City: PORT ST LUCIE State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, 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. Seal# Truss Name Date_ 1 _ T11697376 A—" A T 7/27/17 1 2 _ T11697377 I A5 _L7/:M117__i J 3 1 T11697378 1 A6 1 7/27/17 14 t T11697379 A7 �7/27/17 15 T1 T1 1697380 1 A8 7/27/17 T11697381 A9 ^' 7/27/17 L T1 1 697382 1 GRA `L7/2_7/17 _' 18 ;T11697383 l GRB 1 7/27/17 19 I T11697384(J2 ' 7/27/17 110 f T11697385 I J4 j 7/27/17 Ill l T11697386 I J6 1 7/27/17 12__. T116973871 J8 «1 7/27/17� 113 I TT11697388 1 KJ8 1 7/27/17 l The truss drawing(s)referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. ��AR",`*Z����� '•1V 5�.;9,�,�e,�` Truss Design Engineers Name: Albani, Thomas :' 39380 My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification OF Q/'rift STATE 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 �®o0,�'••� Q.:��.e shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ,o '• O R 1 \ e®e file giventoMiTek. reference purpose ponly o o included o customers and was nott ken into account in the preparation or o these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer C oTfi�' sA.Albani PE No.39380 should verify applicability of design parameters and properly incorporate these designs it-vile 01 USA,Inc.R Cert 6634 into the overall building design perANSI/TPI 1,Chapter2. 6984 Parke East Blvd.Tampa FL 33610 Data: July 27,2017 Albani,Thomas 1 of 1 j PMI b TfUss �frUss Type TI ly Ply 62'Grand Carlton III wish porch1323 A ,COMMON 1 Job Reference(optional) Chambors Truss, Fort Pismo,FL 7.040 s Apr 19 2016 Mirek Industries,Inc. Thu Jul27 09:15:41 2017 Pogo 1 I D:a3B4 PavKnnZweXyJckSFBgytiFUN-Bo1 EuZGAMiB2RVbrf 6y7Y1 W e3167Hx 1 M13ymQMHylwS0 -7-13 12.4.13 7.0.0 21.7.3 27.4.3 I 34.0.0 1 35-047iQ 0 GG .13 5.9-0 4 4-7.3 5.9.0 6.7-13 1 1.0.0 Scale=1:59.2 4.00 12 4x4= 6 25 1 2� 2x3 I! 2x3 l ' 30 5 � 7 3x6 30i 8 3x4 \ {I 9 N 2 % \ 10 ,n 17 16 15 26 27 14 13 12 - o 4x5— 2x3 II 4x6= 3x8= 3x8= 06= 2x3 II 05= 6-7-13 l_ 12-4-13 _ 21-7-3 127-4-3 34-0-0 _ 1 6-7.13 5-9.0 I 9-2.7 5-9.0 �I 6-7-13 —�-� LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (Inc) I/de11 Ud PLATES 'GRIP —— TCLL 20.0 Plate Grip DOL 1.25 TC 0.34� Vert(LL) (z29 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 W B 0.57 Horz(TL) 0.14 10 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:163 Ito FT=0% LUMBER- BRACING- TOP 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 5-7-12 oc bracing. WEBS 2Y4 SP No.3 REACTIONS. (lb/size) 2=136210-8-0,10=1362/0.8-0 Max Horz 2=179(LC 9) Max Uplift2=-832(LC 10),10=-832(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2.3=-3188/1919,3-4=-2663/1632,4-5=-2616/1640,5-24=-2668/1752,6-24=-2608/1747, 6-25=-260811747,7-25=-2668/1752,7-8=-2616/1640,8-9=-2663/1632,9-10=-3188/1919 BOT CHORD 2-17=-1693/2972,16-17—1693/2972,15-16=1693/2972,15-26—967/1925, 26-27—967/1925,14-27=-967/1925,13-14=-1693/2972,12-13=-1693/2972, 10-12=-1693/2972 WEBS 6-14=559/948,7-14=328/330,9-14=-550/403,6-15=-559/948,5-15=-328/330, 3-15=-550/403 NOTES- 1)Unbalanced root live loads have been considered for this design. 2)Wind:ASCE 7-10;VLIIt=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Ops1;h=1411;B=52ft;L=34ft;ei ve=6lt;Cat.II; Exp C;Encl.,GCpl=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opst. 5)Provide mechanical connection(by others)of truss to bearing plate cdpable of withstanding 832 lb 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 30 lb Lip at 15-0-0, and 50 lb down and 30 lb up at 19-0-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. B)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(plf) Vert:1-6=-54,6-11=-54,18-21=-20 Concentrated Loads(lb) Vert:24=-50(F)25=-50(F) ®{YARNING-Ved1y desrgrr parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MU-7473 rev,1010312016 BEFORE USE. � Design valid for use only with MiTekO conneclots.This design is based only upon parameters shown,and is for an individual building component,not a Luss sysiern.Before use.the building designer rnust verity the applicability of design parameters and property Incorporate this design into the overall i building design. Bracing Indicated Is 10 prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for stability and to prevent collapse w0h possible personal Injury and property darnage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and Inrs-s 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 Jo( ruSS rusS ype OIy Ply 62'Grnnd Cndton III with porch —I M71323 A5 SPECIAL 0 I t T11607377 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 10 2016 MiTok Industries,Inc.Thu Jul 27 09:15:41 2017 Pago 1 I D:2GIScwwyY5hnGhXVARzUktn/uFUM-6o 1 EuZGAMi82RVbri6y7Y I WXdl l6HyJMQyn1QM HytwSO 1.0_0 7.8.5 , 10.6•d 17-0.0 I 20.4.8 r 26.4.0 34.0.0 35-0-Q Y-0.01 7-8-5 2.9-15 6.5.12 3-4-8 5-11-8 7-8-0 Scale=1:61.2 4.00 F12 5x8 I 6 2r.3 If 2x3 I _�•� '� 7 4x6—_ � \ 3x6 ' yc3 1 S 4 / 8 3r.4 C 3 0 Az `—�14 5x12MTISHS= -`"'---- rl \1�� l6 1� 13 12 5x12= 2x3 i I 3x6 3x10= 2.00 rl2 10-6-4 20.4-B 26-4-0 34-0-0 I— 10.6-4 -----f------9-10-4 ---- --I-- 5-17-8 ---t 7.8-0— —1 Plate Offsets(X,Y)-- (2:0-2-2,0-0-7),f4:0-3-0,Edge) LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,82 Ver1(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 BCLL 0.0 ' Rep Stress Incr YES W B 0.49 Horz(TL) 0.43 10 n/a n1a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:154 lb 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 4-2-10 oc bracing. WEBS 2x4 SP No.3'Except" WEBS 1 Row at midpi 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 9) Max Uplift2=-795(LC 10),10—812(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5402/3206,3-4=-5047/2950,4-5=-5005/2952,5-6=-5093/3071,6-7=-2352/1568, 7-8=-2330/1486,8-9—2383/1472,9-10=-2979/1784 BOT CHORD 2-14=2938/5142,13-14=1023/2054,12-13—1553/2765,10-12=-1553/2765 WEBS 3-14=-342/317,5-14=-297/321,6-14=1867/3265,6-13=-261/514,7-13=-259/252, 9-13=-634/444 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=52ft;L=34ft;eave=6tt;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 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.Opsl 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/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 795lb uplift at joint 2 and 812 tb 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 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev.1010312016 BEFORE USE. Design valid for use only W lh MllekD 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 I nusl verify the applicability of design parameters and properly Incorporate this design into the overall !wilding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent tracing WOW Is always roquired for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute:21811.Lee Street-Suite 312,Alexandrlm VA 22314. I Tampa.FL 33610 II Jab Tnrss russ Type T~ aty P y G2'Grnnd Carlton III with porch --_--' 1 T11697378 M71323 AG iSPECIAL 11 1 �Job R0lerence(optionap Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mirok Industries,Inc.Thu Jul27 09:15:42 2017 Pago 1 ID:2GIScw vyY5hnGhXVARzUkuyuFUM-a_bc5vGo7OGv3fA1 DpTM4W3jD9Mu0KDVecV_ujytwS? 1.0• 8.11.11 16.0.0 18-0.0 20-4.8 25-11.15 34.0.0 5.0- 1.0.0 8-11-11 2-0.0 2.4-8 5.7.7 0.0.1 -0.0 Salle:3/16'_V 4.00 12 6x8= 5x6= 6 6 20`,- 3x4 5x6 WB% 5x6 Zz u g 4 7 8 ur \ n 14 Sx,l2 MT1811S= 13 ~�••�1 ° 0 `- i r7� 1'-. O V 3Y4 z 12 _ p . 11 5x6= 2x3 11 3x6= 3x10= 2,00 F12 10.6.4 15-0-0 'J6_0-0 20.4-8 25-11-15 34-0-0_ r 10.6-4 41%-12 10.0 4.4-8 5-7-7 8-0-1 Plate Offsets(X,Y)-- f2:0-2-2,0-0-7),j3:0-3-0,Edge),15:0-4-0,0-2-3),17:0-2-7,Edge) LOADING(psi) SPACING- 2.0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.76 Verl(LL) 0.68 14 >601 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 I Ven(I-) -1.13 14-17 >362 240 MTI8FIS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 I Horz(TL) 0.41 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:156 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30'Except' -TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins. 3-5:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 4-2-11 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except` 5-14:2x4 SP 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 9) Max Uplift2=-796(LC 10),9_811(LC 10) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5374/3234,3-4=-5240/3235,4-5=-4981/2977,5-6=2255/1506,6-7=-2312/1473, 7-8=-2320/1451,8-9=3010/1835 BOT CHORD 2-14=-2960/5111,13-14=1169/2301,12-13=-1098/2141,11-12=1604/2799, 9-11=-1 604/2799 WEBS 4-14=487/502,5.14=-1654/2900,5-13=-402/193,6-13=-176/517,8-12=-764/560, 8-11=0/257 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=4.2psh BCDL=3.Opsf;h=14fh B=52ft;L=34ft;eave=6fh Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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 psi bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)2 considers parallel to grain value using ANSl1TPI 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. WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 61I1-7473 rev.101=015 BEFORE USE Design valid for use only with Milek0 connectors.lhls design Is based only upon paramelers shown,and is for an Individual building component,nor a truss system,Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of frusses and huss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslifutei 21814.Lee Sfreol.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Trues runs Type ty Ply 62'Grand Carlton III with porch ^' I T11697379 M11323 �A7 SPECIAL �� i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 10 2016 MiTek Industries,Inc. Thu Jul 27 09:15:43 2017 Pngo 1 1 D:W SJgpGwal Ppeur6hk9UjG5yuFUL-2A9?I FHQuKOmgpIDnX_bdjbtrYj W Ik 1 ftGFXQAytwS- r1-O Q 8.10.10 14.0.0 20.0.0 , 25.11.16 34-0.0 35.0-q 1.0.0 8.10-10 5-1-6 6.0.0 5-11-15 B•0-1 01 0 Scale=1:62.3 6x10 MT18HS= 5z6= I 4.00112 4 5 -4 2x3 ! M3 I \` m1 2 .i•/lam,-.._---�`JY- 11 --'-. / i 7 8 Sx12 MTIBFIS 10 9 v 5x12= 2x3 11 4x5= 3x10= 2,00[12 I— 10-6-4 14-0-0 20-48 25-11-15 34-0-0 _ 10.6.4 —r 3 5 12 6-4-8 —~--5.7-7 8-0-1 -- f Plate Offsets(X Y)-- (2:0-2-2,0-0-71,14:0-5-0,0-1-131 LOADING(psf) SPACING- 2-0-0 i CSI. DEFL, in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 i TC 0.77 �Verl(LL) 0.66 11 >623 360 MT20 244/190 ` TCDL 7.0 Lumber DOL 1.25 BC 0.88 1 Vert(TL) -1.40 10-11 >291 240 I MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(TL) 0.41 7 n/a Na BCDL 10.0 Code FBC2014lrP12007 (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 puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1297/0-8-0,7=1327/0.8-0 Max Hoiz 2=-149(LC 8) Max Uplift2=-795(LC 10),7=-812(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5357/3260,3-4=-4993/3023,4.5=-2157/1487,5-6=-2364/1533,6-7=-2960/1830 BOT CHORD 2-11=-2981/5096,10-11=-1552/2801,9-10=-1593/2746,7-9=-1593/2746 WEBS 3-11=412/429,4-11=1413/2588,4-10=-810/448,5-10=•174/455,6-10=-636/458 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165niph(3-second gust)Vasd=128niph;TCDL=4.2psf;BCDL=3.Opsf;h=14ft;B=521t;L=341t;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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 pst bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing 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. A WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII--7473 rev.1010312015 BEFORE USE. Design valid for use only wilh Mflek-ID connectors.INs 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 ptopedy fncorporaie this design info the overall ■■��YY■ building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Nate Institute!218 N.Lee Street.Suite 312.Alexandria-VA 22314. Tampa,FL 33610 i Ii Job fuss Truss ype (Sty Ply 62'Grond Canton III with porch Tl l6;380 IMl1323 A8 SPECIAL \1 1 I Job Reference(optional) Chambers Truss, Fon Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:43 2017 Page 1 I D:W SJgpGwa I Ppeur6hk9UjG5yuFUL-2A9?IFHQtiKOmgpIDnX_bdjbu7-YjblpgftGFXQAytwS_ 1-0.0 8.8.4 12.0.0 15.0.4 20.4.8 122-0-0{ 24.8.12 34.0.0 3500 8.8.4 r 3.3-12 3.8.4 4-8-4 1.7-8 2-8-12 9-3-4 Scale=1:62.2 5x6= 3x4 2x3 11 4x8 = 4,00 l2 4 20 5 6 21 7 2x3�� —`— 2x3 l �1 10 G - 5x12 MT18H$ 4�1 12 11 3x'10= _ 5x12= 30= 4x6= 2.00 j 12 10-6.4 20-4-8 22-0-0 34-0.0 I_ 10-6-4 9.10.4 --I 1.7-8 , 12-0-0 -- � Plate Offsets(X,Y)-- (2:0-2-2,0-0-71,(7:0-5-8,0-2-41,t9:0-2-6,Edge1 LOADING(psi) SPACING- 2-0.0 CS1. DEFL. in (foe) I/deft Ud PLATES GRIP TCLL 20.0 I Plate Grip DOL 1.25 TC 0.73 Vert(LL) 0.64 12-13 >642 360 MT20 244/190 TCDL 7.0 I Lumber DOL 1.25 BC 0.87 Vert(TL) -1.36 12-13 >301 240 MT18HS 244/190 BCLL 0.0 Rep Stress bier YES WB 0.69 Florz(TL) 0.39 9 n/a n/a BCDL 10.0 _I Code FBC2014/TP12007 (Matrix-M) _i Weight:154 lb FTT046 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 4-1-12 oc bracing. WEBS 2x4 SP 1`140.:3 REACTIONS. (lb/size) 2=1292/0-8-0,9=1332/0-8-0 Max Horz 2=129(LC 9) Max Upli112=-794(LC 10),9=-813(LC:10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-5337/3325,3-4=-4970/3077,4-20=-3801/2422,5-20—3801/2422,5-6=-2464/1693, 6-21=2472/1702,7-21_2472/1702,7-8=2492/1650,8-9=-2808/1824 BOT CHORD 2-13=-3045/5078,12-13=-1898/3180,11-12=-1289/2331,9-11=-1573/2593 WEBS 3-13=-389/401,4-13=-981/1665,5-13=-301/796,5-12=894/602,7-12=-352/452, 7-11=-235/474,8-11=-408/419 I 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.ill; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; 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 20.0psf 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. 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 ®WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.101032015 BEFORE USE f' Design valid for use only with Milek9 connectors.firs 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 appllcabtilty 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 MOW Is always required for stability and to prevent collapse with rule personal injury and properly darnage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of Trusses and Inrss systems,se.eANSi/TP11 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 i , Job ruS7^s~� rUss type to Ply^ 62'Grand Carlton III with porch 1 14T11697381II M11323 A9 HIP I1 1 I � Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Industries,Inc. Thu Jul27 09:15:44 2017 Pago 1 I D:_etC 1 cxC3ixVV?huls?ypJyuFUK-W NjN W bl3ld W dlzKOLEVgAx8Bwy9gUDQo6w_4ycytwRz 1-0.0 6.7.15 10.0.0 15.2-1 1 20.4-0 2.4-0.0 27.4-1 $4-0-0 5.0•Q 01 0�-- 6.7.15 3.4-1 5.2-14 - 5.1-2 3-Q•0 &4-1 6-7-151.0.0 Scale=1:60.1 4x4= 2x3 II 4x8= 4.00 12 3x4= 4 22 5 6 23 7 2x3 Q 2x3=i � i N 2 15 14 13 12 11 3x5= 3x8= 3x6= 6x8= 3x6= 3x4= 3x5'-_ 10.0.0 t 20.4-0 ^T� 24-0-0 34.0.0 i 10-0.0 '10-4-0 3-8-0 '10-0-0 Plate Offsets(X,Y)— (2:0-2-8,Edge),(7:0-5-4,0-2-0),f9:0-2-2,Edge) _ LOADING(psi) I SPACING- 2-0-0 I CSI. DEFL. in (loc.) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 f TC 0.24 Vert(LL) -0.17 13-15 >999 360 MIT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.49 Vert(fL) -0.42 13-15 >574 240 0.BCLL 0 ' — Rep Stress lncr YES WB 0.85 Horz(TL) 0.02 13 n/a— n/a Code F �� — BCDL 10.0 Code B02014/TPI2007 (Matrix-M) Weight:156 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc ptlriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=687/0-8-0,9=382/0-8-0,13=1554/0-8-0 Max Horz2=-109(LC 8) Max Uplifl2=-441(LC 10),9=262(LC 10),13=904(LC 10) Max Grav2=709(LC 19),9=420(LC 20),13=1554(LC 1) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1196/754.3-4=-874/537,4-22=-797/532,5-22=797/532,5-6=-404/747, 6-23=-404/747,7-23=-404/747,7-8=88/269,8-9—295/175 BOT CHORD 2-15=590/1091,14-15=-64/316,13-14=-64/316,12-13=-245/289,11-12-245/289 WEBS 3-15=-349/348,5-15=271/615,5-13=-1162/851,6-13=-260/267,7-11=-163/325, 8-11=-387/373,7-13=-762/484 I 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; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MWFRS for reactions shown; 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 psi bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 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. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MN-7473 rev.1010312015 BEFORE USE Design valid for use only with Mnekb connec lors.This design is based only upon parameters shown,and is for an individual building component.not a truss system.Before use.the building designer mull verify the applicability of design parameters and properly Incorporate this design Into the overall p�f 1 building design. Bracing indicated Is to prevent twckiing of Individual truss+.veb and/or chord members only. Additional temporary and permanent bracing IdCT ��• Is always required for slabilify and 10 prevent coliopse.with possible personal injury and properly darnage. For general guidance regarding the fabrication,storage,delivery,erection and bracing;of Kisses and Inrss 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 �...rust` s — --(-hrus5 162'Grand Conlon III with porch T11G97362 M77323 GRA HIP t 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 10 2016 MiTok Industries,Inc.Thu Jul 27 09:15:45 2017 Page 1 I D:_e1C 1 cxC3ixVV?hul s?ypJyuFUK-_ZHIjxJI)OxeUw7vcuyO3i8hBKM Wj DettyLal<eU2ytwRy 11.0•Q B-0.0 11-1-1 17.0-0 2.22 26.0.0 34.0.0 $5.0- 5-10.15 3.9.14 8.0.08-0-0 . p ji-0.0 Scale=1:62.3 TOP CHORD MUST BE BRACED BY END JACKS, 4x4= ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 11 14 j ( 9 7x10 i 6 I � _ .17 6x10 Z. 19 4.00112 3 = 13I 1/ 5x 21 u11 r� 10 u, 2 I ��, I `` I 22 23 ,e N 2g 28 27 26 25 24 — n 34 I; 3xG= 6x8= 3x6= 6x8 4x4= 3x5= 6x8= I 8-0-0 1Y-1-1 18-6-0 I 26.0.0 34.0-0 B-0-0 3.1-1 7-4-15 7-6-0 8-0-0 Plate Offsets(X,Y)-- 13:0-3-8,Edgel,121:0-3-8,Edge1,124:0-3-8,0-3-01,(27:0-3-8,0-3-01 _ I LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (lop,) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 ! TC 0.90 Vert(LL) 0.10 24-35 >999 360 I MT20 244/190 TCDL 7.0 Lumber DOL 1.25 I BC 0,44 Vert(TL) -0.19 24-26 >987 240 BCLL 0.0 ' I Rep Stress Incr NO I WB 0.96 Horz(TL) 0.02 22 n/a n/a BCDL 10.0 I Code FBC2014/TP12007 I (Matrix-M) I 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 JI(s):7,8, 19, 17,14 REACTIONS. All bearings 0.8-0. (Ib)- Max Horz2=179(LC 7) Max Uplift All uplift 100lb 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 250lb or less at joint(s)except 2=527(LC 13),27=2197(LC 13).26=2894(LC 14). 22=1015(1-C 14) FORCES. (Ito)-Max.Comp./Max.Ten.-All forces 250(Ib)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=-134/313,9-11—114/371,11-14=-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_393/63D,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=3.01)sf;h=14fh B=52ft;L=3411;eave=6ft•,Cat.II; Exp C;Encl.,GCpl=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 purlin 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 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. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Continued on a e 2 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MDEK REFERANCE PAGE 111I1-7473 rev.101032015 BEFORE USE Design valid for use only with MIielot)connectors.this design Is based only upon parameters shown,and is for an Individual(wilding component:riot ; 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 brcr..Ing MITek• Is always required for stability and to prevent collapse with possble personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and tracing of trusses and truss systems,ser-ANSI/TPl1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2181Q.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 i I I rM" ob------ rusS Tiuss TypePly 62'Gmnd Cnrllon III with porch T11G97382 11323RA HIP �1 7 Job Reference(optional) Chambers Truss. Fort Pierco,FL 7.640 s Apr 19 2016 MiTek Industries.Inc. Thu Jul 27 09:15:45 2017 Pago 2 I D:_etC 1 cxC3ixVV?huls?ypJyuFUK-_ZHIjxJllQxeUw7vcuy03i8hBKM Wj DeuyLakoU2ytwRy LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) 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(lb) Vert:29_641(F)24=-641(F) i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. �� Design valid for use only wilh Mllek(b 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 OrVICabilify of design parameters and properly Incorporate this design into the overall �A 1' building design. B acing Indicated Is to prevent buckling of individual truss web and/or chord members only. Addillonal fernporary and permanent bmaing MiTe1e' Is always required for siabilIfy 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 filar 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 A Job i Tritss 1 russ---7 e yp — ty '�(Pfy 62'Grnnd Carllon III wilh porch M11323 �GRB HIP I T11G9739� II Job Reference(optional) Chambers Truss, Fort Pierco,FL 7.640 s Apr 19 2016 MTok Industries,Inc. Thu Jul 27 09:15:46 2017 Page 1 , I2D:SrRaEyyrg04M78G4rnW BLWyuFUJ-SIr7xHKJAFmLXHToSIYIFMDOkmply5g6yZET•qB OVytwRx 1-0-0 13-8-0 7.0.0 0.4.0 26-0.0 3 .0.0 0 .0 8-0 131.0.0 4 5.8.0 0.0 I.0 Scale=1:60.1 Sx8MT18HS- 4x10 ' 5x8 MT18HS= 4.00 12 2x3 If 4x6= 2x3 II 3 23 4 5 6 7 24 8 j 10 n i cis 16 15 14 13 12 1i ' 3xG if — 6x10= 6x10 3x6 11 4x5=4x5= 4x6— 4x6= 1 8-0-0 13-8-0 20-4-0_ I_ 26-0-0 I 34-0-0 B-0.0 5-8-0 6-8.0 5-8-0 B-0-0 Plate Offsets(X Yam)-- (2:0-2-2,Edge),(3:0-5-4 0-2-81,f5:0-3-0 Edge) (8:0-5-4,0-2-8) (9:0-2-2,Edge) LOADING(ps1) ! SPACING- 2-0 0 CSI. DEFL. in (loc) I/dell Ud --r PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.16 16 >999 360 I MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Verl(TL) -0.27 14-16 >912 240 MT18HS 244/190 BCLL 0.0 ± Rep Stress Incr NO WB 0,98 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) I Weight:153 lb FT=09b LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3.7-9 oc purlins. 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 midpi 8-13,6-13 4-14,7-13:2x6 SP No.2 REACTIONS. (lb/size) 2=1296/0-8-0,13=3993/0-6-0,9=510/0-8-0 Max Horz 2=90(LC 6) Max Uplift2=-871(LC 8),13=-2549(LC 8),9=-369(LC B) 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. TOP 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=-1265/2545,8-24=-1265/2545,8-9—692/331 BOT CHORD 2-16=-1655/3336,15-16=-1676/3398,14-15_1676/3398,12-13=-246/658, 11-12=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=3151/17i6 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.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 psi 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 tit between 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($) 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 Continued on page 2 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EK REFERANCE PAGE M11-7473 rev.101OZ2015 BEFORE USE Design valid for use only with Milek0 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 prorxrly 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 brcrtng 61ABTek" Is always required for slabtlity and to prevent collapse with possible personal Injury and property darnage. For general guidance regarding the fabicatton,storage,delivery,erection and bracing,of trusses and tnrss 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 JobjT—ru—ss----]Truis yp -r�4ty T�y 62'Gmnd Carlton 111 with porch Ti1 GD7303 M11323 GRB HIP 1 1 IJob Relorence(optional) Chambers Truss. Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries.Inc.Thu Jul 27 09:15:46 2017 Pogo 2 ID:SrRaEyyrgO4M78G4ro W BL W yuFUJ-Slr7xHKJAFmLX HToSf YI FMDOkmp1 y5g5Z ETBOVytwRx LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:16=-641(F)11=-641(F) i I ii ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE Eesign valid for use only with MITekU connectors.TNs design Is based only upon paiamelers shown,and Is for on Individual building component,not truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into lire overall building design. &acing Indicated Is to prevent budding of Individual trussweb and/or chord members only. Adrfiflonal femporary and permanent bracing MiT®k' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the tab ricailon,storage,delivery-erection and bracing of trusses and miss systems,seeANSIJTPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avoilaMe from Truss Plate Institute.218 N.lee Street-Suite 312.Alexandria.VA 22314. Tampa,FL 33610 - I I i 4 Job— �ry russ 'truss ypi—C —� ly Ply�ence Carlson III with porch I'f—� T1169 ml 13" J2 MONO TRUSS 8 (optional) Chambers Truss. Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries.Inc.Thu Jul 27 09:15:46 2017 Page 1 I D:x t?zSlzTbJC D11rGPH l OukyuFU l-Slr7xFIKJAFmLXI-IToSIY I FMDYOmx3yK95ZETBOVytwRx 1.0.0 2.0.0 1-0.0 2.0-0 Scale=1:7.9 3 V 4.00 F12 I 2 3x4= t 200 —i 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7-0 Lumber DOL 1.25 BC 0.05 Vett(TL) -0.00 7 >999 240 BCLL 0.0 " Rep Stress Incr YES W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:B lb FT=0% i LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 cc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 3=37/Mechanical,2=143/0-8-0,4=21/Mechanical Max Horz 2=67(LC 10) Max Upllf13=-30(LC 10),2=131(LC 10),4=-3(LC 7) Max Grav3=37(LC 15),2=143(LC 1),4=29(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=4.2psh,BCDL=3.Opsf;h=1411',B=52ft•,L=34f1;eave=6fh Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Interior(1)zone;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.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will tit 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 30 lb 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. III ®wARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EKREFERANCE PAGE MI-7473 rev.1010312015 BEFORE USE. Design valid for use.only with MlloWD conneclots.lids design Is based only upon parameters shown,and is for an Individual Ixt7ding component,not rat a truss system.Before use,the building designer must vedfy tile applicability of design parameters and property incorporate this design Into the overall pp� building design. &acing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MOW is always required for stability and to prevent collapse with possible petsonal Injury and property darnage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and Imes systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available frorn Truss Plate Institute.21811.Lee Street.Suite 312,Atexandria-VA 22314. — Tampa,FL 33610 I Job i'1iusS fuss ype -- r tt�—Tp y 62'Grand Cadron III with porch T11697385 M11323 iJA MONO TRUSS 0 1 1 Job Reference(optional) Chantb ors Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul 27 09:15:47 2017 Pale 1 I D:PDYLfd_5MdK4 MSQTz?Zf RxyuFU FI-xyOVBdKxxYuC902?ON3XnZtniTAFOi1nPFouDlZxylwRw 1.0-0 4.0.0 1.0.0 4.0-0 scale=1:11.2 3 l�t 4.00112 M 2 4 3x4= 4-0-0 4-0.0 � LOADING(pst) SPACING- 2-0-0 CSI. ' DEFL. in (loc) 1/dell Ud PLATES GRIP TCLL 20.0 I Plate Grip DOL 1.25 1 TC 0.22 Vert(LL) -0.01 4-7 >999 360 MT20 2441190 TCDL 7.0 I Lumber DOL 1.25 I 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 n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:14 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SIP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (fblsize) 3=79/Mechanicaf,2=22910-6-0,4=39/1%4echanical Max Horz2=104(LC 10) Max Uplifl3=-75(LC 10),2=-171(LC 10),4=-2(LC 10) 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=4.2psf;BCDL=3.opsf;h=14ft;B=5211;L=34f1;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS 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 tit between the bottom chord and any other members. 4)Refer to glider(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 75 fb 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. ®WARNING-Veriry design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE � Design valid for use only with MITek®connectors.fits design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use.the building designer musl verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse wish possitAe personal Injury and property damage. For general guidance reriarding the tabileaifon,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.21811.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 (�job Truss "Truss ypT pe ly • TP)y­-_ 62'Grand Cnrilon III with porch ^, II ` TN697366 1 M713236 MONO TRUSS i Job Reference(optional) I Chambers Truss, Fort Pierce,FL 7,640 s Apr 1g 2016 M7ok Industries,Inc.Thu Jul27 09:15:47 2017 Pago 1 I D:t P6jtz-j7xSx_c_fXi4 uz9yuFUG-xyOVBdKxxYuC9Q2?ON3XnZmdMABW I1ni?FotiDlzxytwRw -1•o 0 0-0.0 1.0.0 6.0-0 Scale=1:14.8 J{ 4.00172 i J// I I � � s N i i { 2 4 lam! 3x4= I — — 6-0-0 6-0-0 LOADING(psi) Tj SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 j Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.04 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.42 Verl(TL) -0.09 4-7 >790 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TI-) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:20lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SIP No.3 BOT CHORD Rigid ceiling directly applied or'10-0-0 oc bracing. REACTIONS. (lb/size) 3=120/Mechanical,2=321/0-8-0,4=54/Mechanical Max Horz 2=142(LC 10) 1 Max Uplift3=-117(LC 10),2=-218(LC 10) Max Grav3=120(LC 1),2=321(LC 1),4=89(LC 3) FORCES. (Ib)-Max.Conip./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=4.2psf;BCDL=3.Opsf;h=141t;13=52ft;L=34ft;eave=6fl;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psi bottom chord live load nonconalrreni 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 tit 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 117 lb uplift at joint 3 and 218 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member and fixity model was used in the analysis and design of this truss. I I ®WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MO.7473 rev-10/maOfS BEFORE USE. Design valid for use only with MiTekS connectors.This design Is based only upon parameters shown,and is for an individual bolding component,not a truss systern.Before use,the building designer must verify the applicability of design parameters and properly Incogtorafe this design into the overall building design. Bracing indicated Is to prevent buckling of Individual inks web and/or chord members only.Addiltonal temporary and pennanent bracing MiTek• Is always required for stability and to prevent collarise with possible personal injury and property damage. For general guidance regarding the fabricalion,storage,delivery,erection and bracing of trusses and rots%systems,seeANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate.Inslilule,218 N.Lee Street.Suite 3 M Alexandria.VA 22314. Tampa,FL 33610 I Job ITrUSS ^( fr uSS`Type t — y 62'Ginn)Colton III with porch T T116973B7 LMt 1323 J8 I MONO TRUSS I20 1 Job Reference(optional) , Ch;mbars Truss, Foil Piorco.FL 7,640 s Apr 19 2016 MiTek Industries,Inc.Thu Jul27 09:15:48 2017 Page 1 ID:IP6jtz—j7xSx_c_fXi4uz9yuFUG-PByuMzLZisO3nadBa4amK nJrKZRCQ EfO l Yyl5NylwRv -- 8-0.0 8-0-0 Scale=1;17.7 3 I 4.00 F12 rri 1 .i 2 '// G� 4 l 3x4= I ----- 8-0-0 —— -- —-------I B-0-0 _ Plate Offsets(X,Y)-- 12:0-1-2,Edae1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (lop.) Well Ud I PLATES —GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.10 4-7 >972 360 I M720 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.78 Vert(TL) -0.27 4-7 >350 240 BCLL 0.0 ' Rep Stress Incr YES WB O.OD Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matri)-M) Weight:26 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-9-12 or puffins; BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=164/Meelianical,2=411/0.8-0,4=68/Mechanical Max Horz2=180(LC 10) Max Uplift3_160(LC 10),2=265(LC 10) Max Grav3=164(LC 1),2=411(LC 1),4=118(LC 3) FORCES. (lb)-Max.Corp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VUIt=165mph(3-second gust)Vasd=128mph;TCDL=4.2pst;BCDL=3.Opst;h=14ft;13=52ft;L=34ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Interior(1)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other five loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable o1 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. illl ®WARNING-VerW design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE Design valid for use only with Mllek0 connectors.this cleslgn is based only upon paranteleis shown,and is for an Individual building component.not a truss system.Before use,the buliding designer must verity the applIcabllly of design parameters and properly incorporate this design Into the overall buildng design. Bracing Indicated is to prevent buckling at Individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal injury and property(Aarnage. For general{guidance regarding the fabdcaflon,storage,delivery,erection and bracing of trusses and fruss systems,F.eeANSI/TP)]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,Alexandila VA 22314. Tampa,FL 33610 (I�Job RISs -cuss-type J �ty Ty` 62'Grand Canton III with porch M71323 T11607388 KJB MONO TRUSS I4 1 Job Reference(optional) Chambers Truso, Fort Pierce,FL 7.640 s Apr 19 2016 MiTok Industries,Inc. Thu Jul 27 09:15:48 2017 Pnpo 1 I D:Lcg54J?LUEancmZr4 Qb7 W MyuFU F-PByLIMZLZis03nadBa4amKnJsZZZLOewOl Yyl5NytwRv 1.5.0 7.3.4 11.3-0 1.5.0 7.3.4 3.11-12 ' Scale='1:20.8 4 I i 2.83 F12 3x4 '- I 3 IV I 7 6 3x4= ` 2x3 11 5 3x4= 1 734 _ I 1130 _1 7-3-4 3-11-12 LOADING(psf)�—SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 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 10.0 Code FBC2014/TP12007 (Matrix-M) I Weight:44 lb 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 9-0-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=207/Mechanical,2=482/0-11-5,6=556/Mechanical 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. TOP CHORD 2-3=-1090/498 BOT CHORD 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=14fl;B=521t;L=341t;eave=6tt Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss Is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3)This truss has been designed for a 10.0 psi 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)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). I 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=10)-to-5=-56(F=18,B=-18) i i Q WARNING-Verify design parameters and READ NOTES ON THIS AND iNCLUDED Mr,EKREFERANCE PAGE M11-7473 rev.10/03,2015 BEFORE USE. Design valid for rise only wllh Mllekg connectors.This IdeslgnIs txised only upon parameters shown,and Is for an Individual building component.not a buss system.Before use,The building designer must verify the aprAcabillity of design parameters and properly Incorporate this design into The,overall building design. Bracing Incilcated is to prevent buckling of Individual truss web and/or chord members only.Additlonal temporary and pe tnonenl bracing MOTe k• Is always required for stability and to prevent collapse with posslbie personal injury and property damage. For general guidance regarding the fabiicafion,storage.delivery,erection and bracing of trusses and truss systems,seeANSi/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instftule.218 N.Lee Street Suite 312,Alexandria-VA 22314. Tampa,FL 33610 i Symbols _ Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION th i 6-4-8 __ __dimensons Shown in-ft-in-Sixteens - - Failure-to-Follow Could Cause Property Center plate on joint unless x,y 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 BCSI• 0�1/ld' ci 2 wruss idebtruusslng must spacing,i di iduualdesignlld by late altbracesneer.For them elves o WEBS �� 4 may require bracing,or alternative Tor I c � ,� ,: p bracing should be considered. O u ✓%' S O O ��� = 3. Never exceed the design loading shown and never U stock materials on inadequately braced trusses. a 0 a 4. Provide copies of this truss design to the building CT-S cap cst o For 4 X 2 orientation, locale designer,erection supervisor,property owner and plates 0-1/0 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 of 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. soffware 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.Camber is a non-structural consideration and is the 4 X 4 width measured perpendicular ESR-131 1, 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 14 Bottom chords require lateral bracing at 10 ft•spacing, section 6.3 These truss designs rely on lumber values 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. T 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. ��, 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 is not sufficient. f DSB-89: Design Standard for Bracing. all[MiTek ,� BCSI: BuildingComponent Safety Inforrnotion, 20.Design assumes manufacture in accordance with Guideo Good Practice for Handling, ANSII//TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015