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HomeMy WebLinkAboutTruss I � Lumber design values are in accordance with ANSIITPI 1 section 6/ These truss designs rely on lumber values established by others. F- Copy Mi Tek b rt RE: 74061 - Newman MiTek'USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Michael DiFrancesco Project Name: Newman Residence Model:Tampa,FL33610-4115 Lot/Block: Subdivision: Address: unknown City: St Lucie County State: FL Name Address and License#of StructuVai 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: 160 mph Roof Load: 37.0 psf Floor Load: 55.0 psf This package includes 16 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 61G15-31,003,section 5 of the Florida Board of Professional•Engineers Rules. No. I Seal# Truss Name Date 1 1 T1 0268783 1 ATA -1 1/20/171 12 I T102687841 ATB 11/20/17 1 13 I T1026B785 I ATC 11/20/17 1 SHOP WIf; iS,ueMITTAL REM 14 I T10268.786 I B 1-1/20/17 I APPROVED [3 APPROVED AS NOTED 15 I T10268787 I C 11/20/17 1 T10268788 I D � 1/20/17 I �REVISE AND RESUBMIT []REJECTED________._— 16 17 I T1026878 1 1 11/20/17 I SUBMITTAL WAS REVIEUrtD FOR DESIGN CONFORMITYAND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS 18 IT10268790 1 FLB 11/20/17 1 ONLY. THE CONTRACTOR Is RESPONSIBLE FOR 9 1 T1 0268791 1 FLB1 11l20/17 I FOR TOLLERANCE,CLLEARANCE,UANT TIE,F�RICAIONS AV TIO 110 I T10268792 1 FLC 11/20/17 1 PROCESSES AND TECHNIQUES OF CONSTRUCTION, Ill I T10268793 I GEA 11/20/17 I COOR0 T[ON OF HIS WORK WTH OTHER TRADES AND 12 T10268794 GE FULLC MP CEUUITH.CONTRACT DOCUMENTS .1I 1 j 1/20117 pate:b1_!2 f o 1'L_____ 113 1 T10268795 I GEC 11./20/17 I 14 LT102687961 GED 1 1/20/17 Architectonic Inc. 115 I T1 0268797 1 GEE 11/20/17 I Fort Pierce,FL 34950 116 I T10268798 I y4 1120117 1 The truss drawing(s)referenced above have been prepared by MiTek ���-°� S��"��r,� USA,Inc.under my direct supervision based on the parameters e' `\ �P G E N provided by Chambers Truss. Truss Design Engineer's Name: Magid, Michael 1- ice w�, D ssssi 'my license renewal date for the state of Florida is February 28,2017. = .:. r .GRTANT NOTE: The seal on these truss designs is a certification •• STATE O F :•�� "tta t t identified and,that the {J �Cl� ife engineer named is licensed in the jurisdiction(s) designs comply with ANSIITPI 1. These designs are based=upon parameters ' '�` ' L O P;•°���� shown(e.g.,loads,supports,dimensions,shapes and design.codes),which were .��,�5• , O given to M17ek Any project specific information included is for MiTek's customers ���� /L')N AL file.reference puipose only,and was not taken into account in the preparation of these designs., MiTek has not independently verified the applicability of the design Michael S.Magid PE No.53661 parameters or the designs for any particular building. Before use,the building designer MITek USA,Inc.FL Oert 6634 should verify,.-applicability of design parameters and properly incorporate these designs gg paw Fast Blvd.Tampa FL 33610 into the overall building design per ANSI1TP1 1,Chaoter 2. Date: January '20,20 fr Magid,Michael 1 of 1 r Job Truss Truss Type city Ply Newman V T10268783 74061 ATA ROOFTRUSS 17 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Fri Jan 20 12:24:27 2017 Page 1 I D:8SSYP?z??TbVCtx6SKoDAmzRBHu-9hLKcpT9JxAgjVGSaubAfJODA4Q2_Szol5rH62ztTuo •2-0-0 8-0-0 12-0-0 16-0-0 24-0-0 26-0-0 2-0-0 8-0-0 4-0-0 4-0-0 8-0-0 2-0-0 i Scale=1A6.4 3x6= I 5 3x4= 3x4= 4 6 2x3 11 2x3 11 6.00 F12 3 7 2 22 1 o v 23 20 8-0-0 m 2 T I� _ o 9 1 13 12 11 10 1 _ 4x6— 2x3'II 2x3 I 4x6 4x5= 4x5= S_0.0 16-0-0 24-0-0 8-0-0 8-0-0 8-0-0 Plate Offsets X, - 5:0-3-0 Ed e I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) -0.48 11-12 >602 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.81 11-12 >357 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.83 Horz(rL) 0.05 8 n/a rda BCDL 10.0 Code FBC2014ITPI2007 (Matri Wind(LL) -0.35 12-16 >833 240 Weight:101 lb FT 20% x-M) I LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1101/0-8-0,8=1101/0-8-0 Max Horz2=303(LC 11) Max Uplift2=-630(LC 12),8=-630(LC 12) Max Grav2=1270(LC 18),8=1270(LC 19) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-20=-1807l700,20-21=-1687/713,3-21=-1681/722,3-4=1465/745,4-5=-150/408, I 5-6=-150/409,6-7=-1464/745,7-22=1680l722,22-23=-1686/714,8-23=1806/700 1 BOT CHORD 2-13=-372/1585,12-13=-372/1585,11-12=372/1585,10-11=-372/1585,8-10—372/1585 WEBS 3-12=0/447,7-11=0/447,4-6=1910/996 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=42psf;BCDL=3.Opsf;h=25fh B=75ft;L=51ft;eave=6ft;Cat.II; Exp C;Encl.,GCpl=0.18;MW FRS(directional)and C-C Exterior(2)-2-0-13 to 3-0-0,Interior(1)3-0-0 to 12-0-0,Exterior(2)12-0-0 to 17-0-13 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)120.01b AC unit load placed on the top chord,12-0-0 from left end,supported at two points,5-0-0 apart. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Ceiling dead load(5.0 psi)on member(s).3-4,6-7,4-6 7)Bottom chord live load(30.0 psf).and additional bottom chord dead load(0.0 psf)applied only to room.11-12 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=630, 8=630. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 60)ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. � r r I l I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111-7473 rev 1010312015 BEFORE USE. q! I Design valid for use only with maek®connectors.This design B based only upon parameters shown,and Is for an Individual building component,not C. \\ a truss system.Before use,the building designer must verify the applicabllity of design parameters and properly Incorporate this design Into the overall r�r i 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 6904 Parke East Blvd. \ fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component Tampa,FL 33610 Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. � I Job Truss Truss Type Qty Ply Newman T10268784 74061 ATB ROOF TRUSS 10 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Fri Jan 20 12:24:29 2017 Page 1 ID:BSSYP?z??TbVCtx6SKoDAmzRBHu-53T41VVPrZQYypPghJdekkTYAu9rSJ551PKOAwztTum -0 , 6-0-3 13-64 18-4-0 23-1-12 30O 7-13 36-8-0 38-8-0 2-0-0 ' 6-0-3 ' 7-6-1 4-9-12 4-9-12 7-6-1 6-0-3 Scale=1:67.2 5x6= •v 6.00 F12 6 3x5 i 3x5 5x6 WB- 5 7 5x6 W B z 4 8 3x5\\ 25 3x5 3 9 24 23 m 2 10 m 01 lli6 16 2615 27 14 28 1329 12 31 3x4= 4x6= 3x8—_ 4x6= 3x4= x8= — �� r r 8-10-4 18-4-0 27-9-12 36-8- B-10-4 9-5-12 9-5-13 8-10-0 Plate Offsets(),Y)-- f2:0-8-0,0-0-141,f4:0-3-0,Edgel,(8:0-3-0,Edgel,f10:0-8-0,0-0-141 I LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.26 14-16 >999 360 MT20 244/196 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.61 14-16 >720 240 BCLL 0.0 Rep Stress Incr NO WB 0.98 HOrz(fL) OA5 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.2814-16 >999 240 Weight:198lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-6 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-8 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14,7-14,5-14 i OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=2630/0-8-0,10=1603/0-8-0 Max Horz2=440(LC 7) Max Uplift2=1869(LC 8),10=-1103(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-23=-4121/2748,23-24=3916/2655,3-24=-3727/2564,3-25=-3307/2208, 4-25=-3097/2123,4-5=-3063/2139,5-6=-1876/1385,6-7=-1871/1382,7-8=-2461/1690, 8-9=-2570/1676,9-10—2803/1789 BOT CHORD 2-16=-2190/3503,16-26=-1108/2141,15-26=1108/2141,15-27—1108/2141, 14-27=-1108/2141,14-28—960/1943,13-28=-960/1943,13-29=-960/1943, 12-29=-960/1943,10-12=-1407/2452 WEBS 6-14=-1071/1437,7-14=-722/558,7-12=277/628,9-12=-407/414,5-14=-933/815, 5-16—740/1120,3-16=1049/943 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft B=75ft;L=5111;eave=6ft;Cat.II; Exp 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 100 lb uplift at joint(s)except Qt=lb)2=1869, 10=1103. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 't)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)192 Ib down and 215 lb up at 0-2-0, 192 lb down and 215 lb up at 2-2-0,192 lb down and 215 Ib up at 4-2-0,and 192 lb down and 215 lb up at 6-2-0,and 192 lb down and 215 lb up at 8-2-0 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(pit) Vert:1-2=-54,2-25=120(F=-66),6-25=54,6-11=54,17-20=20 Continued on page 2 ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Mfl-7473 rev.IOM312015 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' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the / fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 11\\ / r r Job Truss Truss Type City Ply Newman T10268784 74061 ATB ROOF TRUSS 10 1 � Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Fri Jan 20 12:24:29 2017 Page 2 I D:8SSYP?z??TbVCtx6SKoDAmzRBHu-53T41 VVPrZQYypPghJdekkTYAu9rSJ551PKOAwztTum LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:2=-152 3=-152 23_152 24=-152 25=-152 I III I. I I I I I I I I i it I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MlTEK 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 verity the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and miss 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 / I `.I I Job I ruse aty Ply 74061 ATC Newman T10268785 SPECIAL 8 1 i Job Reference(optional) Chambers Truss,Fort Pierce,FL 7.640 s Apr 22 2016 MiTek Industries,Inc. Fri Jan 20 13:22:13 2017 Page 1 I D:BSSYP?z??TbVCtx6SKoDAmzRBHu-sBoaZveF3YAwMCOwDCgjkTxVTFO?4zUzl LShmeztT2e 35-2-01 i -2-0-0 1 6-6-1 i 12-2-3 18-0-0 1&4-0 26-2-0 i 34-0-0 35-0-413G8-Di 38-8-0 i 2-0-0 5-8-2 5-9-13 b-4-0 7-10-0 7-10-0 1-0-4 1-6-0 2-0-0 ' 0-1-121 Scale=1:66.2 Sx6= 3x4 11 6.00 12 6 7 3x4 3x6 i 5 5x8 4 8 3x4 O 31 3 � l 30 29 3x4 9 4x6 28 10 4x5= m 2 11 0 17 14 �jm 0 1 7x10= 16 7x8= 12I6 0 21 20 19 18 4x4 15 = 13 3x8— 3x4 I 14x6= 7x8= 3x4 11 6.12 12 5x6 i 6-6-1 12-2-3 i 18-0-0 26-2-0 34-0-0 35-2-q 36-8-0 6-6-1 5-9-13 B-2-0 7-10-0 1-6-0 Plate Offsets(X,Y)-- (2:0-8-0,0-0-141,[8:0-4-0,0-3-01,(11:0-1-4,Edge],(13:0-2-15,0-2-71,(17:0-4-0,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(LL) -0.22 16-17 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.62 16-17 >715 240 BCLL 0.0 Rep Stress Incr NO WB 0.99 Horz(fL) -0.27 2 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (Matrix-M) Wind(LL) 0.32 16-17 >999 240 Weight:226 lb FT=20% LUMBER- BRACING- ! TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-11-15 oc puriins. BOT CHORD 2x4 SP M 30`Except` BOT CHORD Rigid ceiling directly applied or 5-1-2 oc bracing. Except: 6-18,13-14:2x4 SP No.3 1 Row at midpt 6-17 WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 3-19,7-17,8-17,9-16 10-14:2x4 SP M 30 MiTek recommends that Stabilizers and required cross,bracing be installed during truss erection,in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2=2612/0-8-0,11=1644/0-8-0 Max Horz 11=440(LC 7) Max Uplift 2=-1858(LC 8),11=1108(LC 8) Max Grav 2=2618(LC 14 11=1644(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-28=-3948/2559,28-29=-3697/2454,29-30=-3618/2393,3-30=3424/2302, 3-31=-2731/1817,4-31=2552/1740,4-5=2491/1751,5-6=-1995/1403,6-7—1806/1385, 7-8=-1949/1337,8-9=-2779/1703,9-10=-4142/2393,10-11=-1406/749 BOT CHORD 2-21=-1985/3307,20-21=-1985/3307,19-20=-1985/3307,6-17=-186/275, 16-17=1230/2421,14-16=2062/3679,11-13=-380/1026,13-14=-359/1060 WEBS 3-19=1322/927,5-19=-315/570,17-19=-1093/2141,5-17=-862/673,7-17=836/1212, 8-17=-998/665,8-16=-41/477,10-13=-838/394,9-14=-41/524,9-16=1399/837, 10-14=-1742/2865 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2�Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=75ft;L=51ft;eave=6ft;Cat. II;Exp C;Encl.,GCpl=0.18;MW FRS(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. 5;Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 1858 lb uplift at joint 2 and 1108 lb uplift at joint 11. 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)192 lb down and 215 lb up at 0-2-0,192 lb down and 215 lb up at 2-2-0,192 lb down and 215 lb up at 4-2-0,and 192 Ib down and 215 lb up at 6-2-0,and 192 lb down and 215 lb up at 8-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ndard WARNIN - erify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-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 Iwllding designer mull verify the appllcablity 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 possible personal Injury and property damage. For general guidance regarding the fabrication,storage,dellvery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. i Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 r I Job Truss cuss ype ty y Newman T10268785 74061 ATC SPECIAL 8 1 Job Reference(optional) I Chambers Truss,Fort Pierce,FL 7.640 s Appr 22 2016 M7ek Industries,Inc. Fri Jan 20 13:22:14 2017 Pagge 2 I D:BSSYP?z??TbVCtx6SKoDAmzRBHu-KN MynFetgrin_La6mwLyGhUg DejEPQk6X?BEIbztT2d LOAD CASE(S) Standard 1rDead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=54,2-31=-120(F=-66),7-31=-54,7-12=-54,18-22—20,14-17=20,13-15=-20,13-25=-20,13-14=-20 Concentrated Loads(lb) Vert:2=-152 28=-152 29_152 30—152 31=-152 I I I I I 'I I I �I II I� i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE aw-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 n� y� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing I V 9 i TT ell• 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/TPI t Quality Criteria,DSB-89 and SCSI 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 Truss Type Qty Ply Newman 74061 B MONO TRUSS 18 1 •i Job Reference(optional) I Chambers Truss, Fort Pierce,FL I 7.64D s Apr 19 2016 Mffek industries,Inc. Fri Jan 20 12:24:30 2017 Page 1 ID:8SSYP?z??TbVCtx6SKoDAmzRBHu-ZGOSFrV1csYPay_1F19tHx0m3HY86?cE_34xjNztTu1 2-0-0 8-0-0 Scale=1:27.4 3 i 3x10= 6.00 12 10 3x6= 2 9 jw 11 n 4 1 1 3x4 I I I 3x5= f e-" Plate Offsets(X,Y)-- f2:Edge,0-0-41,f3.'0-6-8,Edg9j I i LOADING(psf) SPACING- 2-0-0 CSI, DEFL. in (Joe) Vdefi Ud PLATES GRIP TOLL 20.0 Plate Grip IDOL 1.25 TC 0.53 Vert(LL) 0.28 4-8 >334 240 MT20 2 141190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.18 4-8 >526 240 BOLL 0.0 Rep Stress incr YES WB 0.00 Horz(TL) -0.01 9 n/a n1a BCDL 10.0 Code FBG2014fTP12007 (Matrix-M) Weight:39lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except BOT CHORD 2x4 SP M 30 end verticals. j WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=451/0-8-0,9=22110-3-8 ' Max Horz 2=320(LC 1,2) it Max Upiift2=-533(LC I12),9=305(LC 12) jF FORCES, (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 4-5=290/114,3-5='290/114 NOTES- I 1• 1)Wind:ASCE 7-10;Vult=160mphl(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=75ft;L=51ft;eave=6ft;Cat.11; Exp C;Ench,GCpi=0.18;MW FRS(directional)and C-C Extedor(2)-2-0-13 to 3-0-0,Interior(i)3-0-0 to 7-6-12 zone;porch left and right exposed;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3 2)This truss has been designed fo+a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord anc any other members. 4) 4)Bearing at joint(s)9 considers parallel to grain value using ANSi TPI 1 angle to grain formula. Building designer should verify capacity t of bearing surface. 5)F 5)Provide mechanical connectionl(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb)2=533, 9=305. 6)�' 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I L I Y I I i If i i ®VYAANlNG•Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M71.7473 rev.10/03/2015 BEFORE USE. I` A&WAi Design valid for use only Win MITek®connectors.This design is based onlyuIs Design a truss system Before use,the buildi designer must verily the upon parameters shown,and ofor an Individual building component,not I a truss; Ys n9 s1g ty applicability of design parameters and properly incorporate this design Into the overall p�Y I bu!larn building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 1V1����' E is always required for stability orid to prevent collapse with possible personal injury and property damage. For general guidance regarding the (j is alwaf fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSf/TPI t Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safet Inf Safety Ir y Information available 'Truss Plate Institute,218 N.Lee Street.Sulte 312,Alexandria,VA 22314. Tampa,FL 33610 " <•n exandrla.VA 223 i4 "`'v''6-a9 and BCS1 Buitdfng Coig ale partenf M,Te V 6904 Parke East Blvd r Tampa,FL 336w i Job TF1 Truss Type Qty Ply Newman 74061 ROOF TRUSS 8 1 Jab Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Fri Jan 20 12:24:33 2017 Page 1 I D:BSSYP?z??TbVCtx6SKoDAmzRBHu-_ribttYvvnx_RQjcw9iavaeJ?VXS09uhg 1 IcKhztTui 0-3-8 H L 2-6-0 1 7 12 I i 2-0-0 i 1�9-1� Scale=1:28.6 1 6x8= 3x4= 2x3 II 3x4= 2x3 II 3x4= 2x3 II 3x5= 3x4 II 1 2 3 4 5 16 17 6 7 8 9 O 1 15 14 13 12 11 2x3 11 3x12= 3x4= 2x3 I I 3x8= 3x6= I qq 3•1 7-3-12 1 8-3-12 9-3-12 16-7-8 0-3-$ 7-0-4 1-0-0 1-0-0 7-3-12 Plate Offsets(X,Y)-- (1:0-1-8,Edgel,f5:0-1-8,Edgel,f6:0-1-8,Edgel,f12:0-1-8,0-0-01,(13:0-1-8,Edge1 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) -0.18 13-14 >999 480 MT20 244/190'i TCDL 10.0 Lumber DOL 1 1.00 BC 0.62 Vert(TL) -0.28 13-14 >692 360 BCLL 0.0 Rep Stress Incr YES WB 0.86 HOrz(TL) 0.02 10 n1a n1a BCDL 5.0 Code FBC2014lTP12007 (Matrix) Weight:85lb FT=120%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. (lb/size) 10=888/0-3-8,1=888/0-3-0 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=-1664/0,2-3=-1659/0,3-4=-1659/0,4-5=-2932/0,5-16=-2932/0,16-17=-2932/0,6-17=-2932/0,6-7=2628/0, 7-8=-2628/0 BOT CHORD 13-14=0/2605,12-13=0/2932,11-12=0/2932,10-11=0/1653 WEBS 5-13=256/0,1-14=0/1811,4-14=-1045/0,4-13=0/634,8-1 0=-1 819/0,8-11=0/1079,7-11=-266/27,6-11=-639/17 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rlgid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between Inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. I i I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MA-7473 rev-101173/2015 BEFORE USE. Design vaild for use only with MITek®connectors.Thisdeslgn Is based oNy upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must Iverlfy the applicabIDty of design parameters and properly Incorporate this design Into the overall v budding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,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 I I Job Truss Truss Type Qty Ply Newman T10268792 74061 FLC ROOF TRUSS 6 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Fri Jan 20 12:24:P3 2017 Page 1 ID:8SSYP?z??TbVCtx6SKoDAmzRBHu-_ribttYvvnx_RQjcwgiavaeJUVa ODShgllcKhztTui 0-3-8 H i 2-6-0 I 2-4-0 .� 2-1-8 Scale=1:22:3 Sx6 11 3x4= 2x3 11 3x4= 2x3 11 3x4= 3x4 I I 1 2 3 4 5 6 1 7 0 0 I L 12 3x4 11 10 9 = 2x3 l I 3x8= 2x3 113x6= I j1 I I Q-31 5-8-0 6-6-0 7-6-0 13-" b3-� 5-2-8 1-0-0 1-0-0 5-8-0 Plate Offsets(Y Y)-- (1:0-3-0,Edgel,[4:0-1-8,Edge],f5:0-1-8,0-0-01,f9:0-1-8,Edgel,(10:0-1-8,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.33 Vert(LL) -0.14 8-9 >999 480 MT20 244/1901 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(TL) -0.26 8-9 >589 360 BCLL 0.0 Rep Stress Incr YES WB 0.63 HOrc(fL) 0.02 8 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight:66 lb FT=,20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SP M 30(fiat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 SP M 30(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. j REACTIONS. (lb/size) 8=689/0-3-8,1=689/0-3-0 FORCES. (lb)-Max CompJMax.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=1225/0,2-3=-1221/0,3-4=-1221/0,4-5=-1766/0,5-6=1766/0 BOT CHORD 10-11=0/1766,9-10=0/1766,8-9=0/1219 WEBS 1-11=0/1332,3-11=-278/17,4-11=-727/0,6-8=-1342/0,6-9=0/690 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5)CAUTION,Do not erect truss backwards. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M71-7473 rev.10/032015 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 bulding designer must verify the applicability of design parameters and properly incotporale 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,dellvery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. i 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 Newman T10268793 74061 GEA GABLE 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Fri Jan 20 12:24:34 2017 Page 1 ID:8SSYP?z??TbVCtx6SKoDAmzRBHu-S i Gz5DZYg53r2aloUsDpRnAT5v_1i7mNgvh29s8ztTuh -2.0-0 12-0-0 24-0-0 26-0-0 2-0-0 ' I 12-0-0 12-0-0 2-0-0 Scale=1:46.4 4x4= I 8 7 9 I 6.00 rl2 6 10 28Cd 29 s 11 f I 4 12 27 30 3 13 i 14 2 m ' I 0 01 15 0 3x4 26 25 24 23 22 21 20 19 18 17 16 3x4 5x6= 24-0-0 24-0-0 Plate Offsets(X,Y)-- f2:0-2-10,0-1-81,(14:0-2-10,0-1-81,(22:0-3-0,0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.02 15 n/r 120 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.04 15 n/r 90 1 BCLL 0.0 ' Rep Stress Incr NO WB 0.14 HOrz(fL) 0.01 14 n/a rt/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:133lb FT='20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlihs. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 24-0-0. (lb)- Max Horz2=-303(LC 10) Max Uplift All uplift 100 lb or less at joint(s)26,16 except 2=-314(LC 12),22=116(LC 12),23=126(LC 12), 24=-109(LC 12),25=-162(LC 12),20=116(LC 12),19=-126(LC 12),18-109(LC 12),17=-162(LC 12). 14=-314(LC 12) Max Grav All reactions 250 lb or less at joint(s)2,21,22,23,24,25,26,20,19,18,17,14,16 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 5-28=129/269,6-28=-123/273,6-7=-107/374,7-8=139/466,8-9-139/479, 9-10=105/387,10-29=64/285,11-29=70/281 BOT CHORD 2-26=-87/290,25-26=87/290,24-25=-87/290,23-24=-87/290,22-23=87/290, 21-22=-87/290,20-21=-87/290,19-20=-87/290,18-19=87/290,17-18-87/290, 16-17=-87/290,14-16=-87/290 WEBS 7-22=-140/331,6-23=-128/324,4-25=-141/254,9-2 0=-1 371331,10-19=-130/324, 12-17=-141/254 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=75ft;L=51ft;eave=2ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Comer(3)-2-0-13 to 3-0-0,Exterior(2)3-0-0 to 12-0-0,Comer(3)12-0-0 to 17-0-13 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)Gable requires continuous bottom Chord bearing. t i)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. '8)'This truss has been designed for a live load of 20.Op5f on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 1b uplift at Joint(s)26,16 except Qt=lb) 2=314,22=116,23=126,24=109,25=162,20=116,19=126,18=109,17=162,14=314. 10)"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 WFEK REFERANCE PAGE MII-7473 rev.10103,2016 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 v building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' i 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 miss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Easl Blvd. I Safety information available from Truss Plate Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 1 I Job Truss Truss Type Oty Ply Newman 74061 GEB GABLE 2 1 T10268794 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Fri Jan 20 12:24:36 2017 Page 1 I D:8SSYP?z??TbVCtx6SKoDAmzRBHu-wDgLIYZARPBigkt_2ak2_?jcklMLs Ds_BLniOaztTug r -2-0-0 8-0-0 2-0-0 8-0-0 Scale=1:27.5 6 4x6= 2x3 I I 5 6.00 F12 2x3 II 4 2x3 II 12 13 3 2 11 1 10 9 8 7 4x4= 21 1 2x3 I I 2x3 I I 3x4 11 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(fL) -0.01 1 n/r 120 BCLL 0.0 Rep Stress Incr NO WB 0.13 HOrz(TL) 0.00 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight:47lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP M 30 end verticals. j WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings a-0-0. (lb)- Max Horz2=323(LC 12) Max Uplift All uplift 100 lb or less at joints)7,10 except 2=-238(LC 12),8=-113(LC 12),9=161(LC 12) Max Grav All reactions 250 lb or less at joint(s)7,2,8,9,10 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-523/174,3-12=-453/108,12-13=-450/109,4-13=-450/116,4-5=-252/68 WEBS 5-8=-130/389,4-9=-149/432 NOTES- 1)Wind:ASCE 7-10;Vuit=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.opsf;h=25ft;B=75ft;L=5111;eave=2ft;Cat.11; Exp C;Encl.,GCpj=0.18;MW FRS(directional)and C-C Comer(3)-2-0-13 to 3-0-0,Exterior(2)3-0-0 to 7-8-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSI/TPI 1. 3)Gable requires continuous bottom chord bearing. 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)7,10 except Qt=lb) 2=238,8=113,9=161. 8)"Semi-rigid pitchbreaks including heels"Member end 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 6MTEK REFERANCE PAGE M➢-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 I a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall v i building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' B 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 misses and Truss systems,seeANSI/TPI1 Quality Crileria,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 Newman T10268795 74061 GEC GABLE 2 1 Job Reference(optional) i Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi Fek Industries,Inc. Fri Jan 20 12:24:3.5 2017 Page 1 I D:8SSYP?z??TbVCtx6SKoDAmzRBHu-wDgLIYZAR PBigkt_2ak2_?jbyl MKSDi_8Lni0aztTug i -2-0-0 6-0-0 2-0-0 6-0-0 Scale=1:22.4 5 4x6= 2x3 II 4 6.00,� 11 2x3 I I 3 i 10 3x6= 2 71 71 U 9 1 8 7 6 4x4= 2x3 12x3 I I 3x4 II I LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (lot,) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.01 1 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.01 1 n/r 120 BCLL 0.0 ' Rep Stress Incr NO WB 0.14 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) Weight:34lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP M 30 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 6-0-0. (lb)- Max Horz2=264(LC 12) Max Uplift All uplift 100 lb or less atjoint(s)6,8 except 2=-269(LC 12),7=-164(LC 12) Max Grav All reactions 250 lb or less at joint(s)6,2,7,8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=-414/132,3-10=412/143,3-11=-287/71,4-11=-283/78 WEBS 4-7=-153/464,3-8=-193/265 NOTES- 1)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25fh B=75ft;L=51ft;eave=2ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)-2-0-13 to 3-0-0,Exterior(2)3-0-0 to 5-8-8 zone;C-C for members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 2)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. 3)Gable requires continuous bottom chord bearing. 4)Gable studs spaced at 2-0-0 oc. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6,8 except(jt=lb) 2=2691 7=164. 8)"Semi-rigid pitchbreaks including heels"Member end 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 MITEK REFERANCE PAGE MR-7473 rev.10/03J2015 BEFORE USE. Design valid for use only with MITekO connectors.]his 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 Iva I bullding 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 Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Newman T10268796 74061 GED GABLE 3 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Fri Jan 20 12:24:36 2017 Page 1 1 D:BSSYP?z??TbVCtx6SKoDAmzRBHu-OQOjVuaoBiJZItSBcH FHXCGtOiiW biW 7M?XGwOztTuf r -1-0-0 2-0-0 i 4-0-0 5-0-0 ' 1-0-0 '• 2-0-0 2-0-0 4x4= Scale=1:12.2 I 7 3 I 6.00 12 4 2Ll TI 1 6 44= 2x3 4x4= 2-0-0 4-0-0 2-0-0 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.00 5 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 5 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix) Weight:17lb FT=i20% LUMBER- BRACING- I TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=145/4-0-0,4=145/4-0-0,6=121/4-0-0 Max Horz2=-66(LC 10) Max Uplift2=-178(LC 12),4=-178(LC 12),6=2(LC 12) Max Grav2=145(LC 1),4=150(LC 18),6=123(LC 17) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=75ft;L=51ft;eave=2ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. 4)Gable requires continuous bottom chord bearing. 5)Gable studs spaced at 2-0-0 oc. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)6 except Qt=lb)2=178 ,4=178. 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 mrrEKREFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valld for use only with MITek6 connectors.this design Is based only upon parameters shown,and Is for an Individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and Truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI 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 7,ussType Qty Ply FJobReference T10268797 74061 GEE 2 1 (optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Fri Jan 20 12:24:37 2017 Page 1 ID:8SSYP?z??TbVCtx6SKoDAmzRBHu-scx6jEbQyORQv11N9?nW3Qo_L6O6K7uGbfGpTTztTue -2-0-0 18-4-0 36-8-0 '� 38-8-0 2-0-0 ' 18-4-0 16-4-0 '- 2-0-0 i Scale=1:67.2 a 5x6= 6.00 12 12 I, 11 13 10 � 14 5x6-5�- 44 45 8 g 15 5x6 7 16 17 6 18 5 19 4 20 3 43 46 21 2 22 M 01 23i6 3x5 3x5= 42 41 40 39 38 37 36 35 34 ,33 32 31 30 29 28 27 26 25 24 3x6= 3x6= 'c� i 36-8-0 36-8-0 Plate Offsets(Y Y)-- (8:D-3-0,0-3-41,(16:0-3-0,0-3-41,(29:0-2-8,0-1-81,(37:0-2-8,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) -0.02 23 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.04 23 n/r 90 BCLL 0.0 Rep Stress Incr NO WB 0.16 HOrc(fL) 0.01 22 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix) Weight:242 lb FT=I20% 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 10-0-0 oc bracing. OTHERS 2x4 SP No.3 WEBS 1 Row at midpt 12-33,11-34,13-32 REACTIONS. All bearings 36-8-0. (lb)- Max Horz2=440(LC 11) Max Uplift All uplift 100 lb or less at joint(s)33,42,24 except 2=-269(LC 12),34=-104(LC 12),35=-129(LC 12), 36=-120(LC 12),38=-121(LC 12),39=-123(LC 12),40=-111(LC 12),41=160(LC 12),32=104(LC 12), 31=-129(LC 12),30=120(LC 12),28-121(LC 12),27=-123(LC 12),26=-111(LC 12),25=-160(LC 12), 22=-269(LC 12) Max Grav All reactions 250 lb or less at joint(s)34,35,36,38,39,40,41,42,32,31,30,28,27,26,25,24 except 2=250(LC 1),33=254(LC 12),22=250(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-296/305,3-43=-277/273,4-43=-275/281,4-5=-252/255,6-7=-206/277, 7-8=183/368,8-9=-182/375,9-44=159/466,10-441531473,10-11=-1 74/576, 11-1 2=-205/660,12-13=-205/673,13-14=-174/589,14-45=127/486,15-45=-1381479, 15-16=-104/388,16-17=-104/381,17-18=-70/290,21-22=-253/122 BOT CHORD 2-42=131/389,41-42=131/389,40-41=-1 3 1138 9,39-40=131/389,38-39=131/389, 37-38=-131/389,36-37=-131/389,35-36=-131/389,34-35-131/389,33-34=1311389, 32-33=-131/389,31-32=-131/389,30-31=-1 31/389,29-30=131/389,28-2 9=-1 311389, 27-28=131/389,26-27=131/389,25-26=-131/389,24-25=131/389,22-24=131/389 WEBS 12-33=359/85,11-34=141/312,10-35=-127/330,13-32_134/312,14-31=-130/330 NOTES- Continued on page 2 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.opsf;h=25ft;B=75ft;L=51ft;eave=2ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Comer(3)-2-0-13 to 3-0-0,Extedor(2)3-0-0 to 18-4-0,Comer(3)18-4-0 to 23-4-13 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 T 3)Truss designed for wind loads in the plane of the truss only. For studs exposed to wind(normal to the face),see Standard Industry Gable End Details as applicable,or consult qualified building designer as per ANSVTPI 1. . 4)All plates are 3x4 MT20 unless otherwise indicated. 5)Gable requires continuous bottom chord beating. 6)Gable studs spaced at 2-0-0 oc. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)33,42,24 except Qt=lb)2=269,34=104,35=129,36=120,38=121,39=123,40=111,41=160,32=104,31=129,30=120,28=121,27=123,26=111,25=160 ,22=269. 10)"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 MrTEK REFERANCE PAGE M77-7473 rev.10/0=015 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 verity the applicability of design parameters and properly Incorporate this design Into the overall � building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,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 I Job Truss Truss Type Qry Ply Newman T70268797 74061 GEE GABLE 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Fri Jan 20 12:24:3.8 2017 Page 2 I D:BSSYP?z??TbVCtx6SKoDAmzRBHu-KoVUwac2jKZHXBbZj it lcdL94W Mg3a8QgJOM?vztTud I I I I i I i I i I R I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MO-7473 rev.10/032015 BEFORE USE. OLMg Design valld 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 arld/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,erecflon 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 I I = i Job Truss Truss Type city Ply Newman T10268798 74061 V4 VALLEY 3 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Fri Jan 20 12:24:38 2017 Page 1 I D:SSSYP?z??TbVCtx6SKoDAmzRBHu-KoVUwac2jKZHXBbZj it IcdLDH W Mz3cbcigJOM?vztTud 2-0-0 + _ 4-0-0 2-0-0 2-M iI I 3x6= Scale=1:7.8 2 1 6.00 12 K 3 1 i j 3x4 i 3x4 4-0-0 4-0-0 Plate Offsets(X Y)-- [2:0-3-0 Edgej LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Weil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.15 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/T-P12007 (Matrix) Weight:11 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=102/4-0-0,3=102/4-0-0 Max Horz 1=30(LC 10) Max Upliftl=-63(LC 12),3=63(LC 12) FORCES.,(lb)-Max.Comp./Max.Ten.-Ail forces 250(lb)or less except when shown. NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=160mph(3-second gust)Vasd=124mph;TCDL=4.2psf;BCDL=3.Opsf;h=25ft;B=75ft;L=51ft eave=6ft;Cat.ill; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; j Lumber DOL=1.60 plate grip DOL=1.60 3)Gable requires continuous bottom chord bearing. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)1,3. 7)"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 M?EX REFERANCE PAGE MIF7473 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 overallbuild n � Is allwiaayys rreguired for stn. ability anidd Is to prevent to prevent collapsesng with of Individual truss possible personal web Jury andr chord members property damage. For general�guidance regarding theal temporary and permanent bracing i�liTek' fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSIMI Qualify 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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center late on joint unless x, 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property — 1-/4-- - plate j y (Drawings not to scale) Damage or Personal Injury offsets are indicated,---- ---- -- --------- ______-___ ___ g 1 Y ----- - --- -------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. - -__ c1-2 c2a 2. Truss bracing must be designed by an engineer,For wide truss spacing,Individual lateral braces themselves 0 WEBS 4 may require bracing,or alternative Tor 1 T O , ��, Q bracing should be considered. I = U 3 b ? O 3. Never exceed the design loading shown and never a U stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 Orientation,locate O C7-s �� cse 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 atjoint 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. B. Unless otherwise noted,moisture content of lumber shall not exceed 190/.at time of fabrication. • PRODUCT CODE APPROVALS 9. unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is anon-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 spacing, g y or less,if no ceiling is installed,unless otherwise wisis e 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-withoutprior - (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. ��s; 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: 19, ANSI/TPI1: National Design Specification for Metal Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone Is not sufficient. DSB-89: Design Standard for Bracing.BCSI: Building Component Safety Information,. MiTek 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate vGon;!iected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 t ,