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HomeMy WebLinkAboutBuilding Plans . �on�� _ �v v� �r NilLumber design value%-are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek . IIE: M11392 -71 Carlton ith 8 ext garage MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tam %33 0-4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bedroor�i Hear Porch Lot/Block: Subdivision: Address: unknown City: St. Lucie County 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 [All HeighlI Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 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 T12151408 A 19/29/17 2 LT12151409 1 Al 9/29/17 13 ' I T12151410 A2 19/29/17 I 4 T12151, 111 A3 9/29/17 5 T12151412 1 A4 9/29/17 6 T12151413 A5 9/29/17 7 T12151414 ATA 19/29/17 J 18 I T12151415 I B 19/29/17 19 T12151416 J BHA 19/29/17 J 9/29/17 111 IT12151418 J1 19/29/17 12 I T12151419_l J3 19/29/17 13 I T12151420 I J5 19/29/17 I/17 L14 T12151421 I J7 (? 115 I T12151422 I KJ7 19/29/17 o'ouir,prs The truss drawing(s)referenced above have been prepared by �g A. MiTek USA,Inc.under my direct supervision based on the parameters E Ns�e'9�, �o�o provided by Chambers Truss. Truss Design Engineer's Name: Albani, Thomas No 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 • �� that the engineer named is licensed in the jurisdiction(s)identified and that the i O STATE OF :zj � designs comply with ANSI/TPI 1. These designs are based upon parameters ®�T•. P,.' shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �soF�•'L,�R V• ONo�� given to MiTek. Any project specific information included is for MiTek's customers He reference purpose only,and was not taken into account in the preparation of N A these designs. MiTek has not independently verified the applicability of the design list 1111101 parameters or the designs for any particular building. Before use,the building designer Themas A.Albant PE ROOM should verity applicability of design parameters and properly incorporate these designs�`l c- C®p r MriekUSA Inc.FL Certti834 into the overall building design per ANSIITPI 1,Chapter 2. ,,�, � `' f 6904 Parke East Blvd.Tampa FL 33610 Date: September 29,2017 Albani,Thomas 1 of 1 1 Job Truss Truss Type Qty Ply 71 Carhon ith 8 ext gera T12151408 M11392 A HIP 1 1 Job Reference ol Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2011 MI ek Industries,Inc. Fri Sep 29 09:54:47 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-eMn24rwiIJ2MX1 icnckyfu_rxnliZOd P Rb6h41yYptM 1 I0-0 6 10 14 9 0 0 14-11-0 20-2-13 26-" 28-1-2 35-0-0 36-0-Q 1-0-0 6-10-14 2-1-2 5-11-0 5-3-13 5-9-3 212 61014 10-0 Scale=1:61.9 4.00 12 4x8= 2x3 I1 3x6= 2x3 11 4x8— 2x3 2x3\\ 4 P4 5 6 7 25 8 9 3 N_ C6 M 10 11 11 2 tm O 17 16 15 14 13 12 3x4= 3x4= 3x4= 3x4= 3x5= US 4x6= 3x6= i I 9-0-0 14-11-0 20-2-13 26-0-0 35-0-0 9-0-0 5-11-0 53-13 5-93 9-" PlatelOffsets(X,Y)-- [2.0-2-8 Edge],(4:0-5-4 0-2-01 (8:0-5-4 0-2-0] (10:0-1-6 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.58 12-14 >416 240. MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.92 12-14 >262 180 BCLL 0.0 Rep Stress Incr YES W B 0.26 Horz(TL) 0.11 10 n/a n/a BCDLII 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:152lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT.CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WE Bi 2x4 SP No.3 REACTIONS. (lb/size) 2=1015/0-8-0,15=575/0-8-0,10=1108/0-8-0 Max Horz2=97(LC 7) Max Uplift2=-631(LC 8),15=-333(LC 8),10=-685(LC 8) Max Grav2=1015(LC 1),15=596(LC 17).10=1114(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2097/1237,3-4=1856/1112,4-24=-2176/1325,5-24=-2176/1325,5-6=-2176/1325, 6-7=-2176/1325,7-25=2176/1325,8-25=-2176/1325,8-9=2172/1285,9-10=-2353/1375 BOT CHORD 2-17=-1062/1941,16-17=-865/1738,15-16=865/1738,14-15=-1124/2176, 13-14=1046/2067,12-13=1046/2067,10-12=-1188/2175 WETS 3-17=-302/283,4-1 7=-1 1 2132 4,4-15—292/681,5-15=-498/392,8-12=142/358 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=15ft;B=70ft;L=35ft;eave=5ft;Cat.11; Ezp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)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 fitlbetween 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)except at=lb)2=631, 15=333,10=685. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. AI WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MH-7473 rev.1010312015 BEFORE USE. Deslgn valid for use only with MiTek®connectors.This design is based only upon parameters shown.and Is for an Individual building component,not alirt�system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall � building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" is;always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,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 Truss Type Qty Ply 71 Carlton flh 8 ext garage T12151409 M11392 Al SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:48 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6YKRHBxK3cAD8BHoLKFBC5W?XBcelLsZgFrFclyYptL -6-0 11-0-0 14-9-0 19-8-14 24.0.0 27-4-7 35-0-0 6-0- -0-0 8-6-0 2-6-0 3-9-0 4-11-14 4-3-2 3-4-7 7-7-9 1-0-0 Scale=1:62.9 5x6= 2x3 II 5x6= 3x4= 4.00 12 4 20 5 6 21 7 2x3\\ 2x3 57 w 3 8 vr1 C0 2 11 9 10l`0 II� 7x8 MT18HS= o 0 13 12 3x8= 3x5= 5x8 MT18HS= 3x12= 2.00 12 i 10-" 14-91 24-6-8 _ __ 35-0-0 10-" 4-9-0 9-9-8 10-5-8 Plate Offsets(XY)-- f2'6-0-2 Edgel f9.0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.72 11-12 >579 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -1.51 11-12 >279 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES W B 0.77 HOrc(rL) 0.42 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:155lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SIPM 30 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. WE S 2x4 SIP No.3 REACTIONS. (lb/size) 2=1366/0-8-0,9=1332/0-8-0 Max Harz 2=-117(LC 6) Max Uplift2=834(LC 8),9=-815(LC 8) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=2989/1742,3-4=-2796/1682,4-20=-2916/1774,5-20=-2916/1774,5-6=-2916/1774, 6-21=4530/2576,7-21=-4530/2576,7-8—5193/2889,8-9=5612/3215 BOT CHORD 2-13=-1521/2769,12-13=1301/2515,11-12—2065/3799,9-11=-2968/5344 WEBS 3-13=-317/323,4-13=-238/414,4-12=-330/649,5-12=-262/236,6-12=1031/619, 6-11=-332/886,7-11=763/1479,8-11=-395/407 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=15ft;B=70ft;L=35ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for 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 fill between the bottom chord and any other members. 7)Bearing at joint(s)9 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity d bearing surface. 8)P[ovide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=834, 9=815. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-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 inrss system.Before use,the building designer must ve ify the applicab0lty of design parameters and property incoq�oraI fltis design Info the overall �q T t, building design. &acing indicated Is to prevent twckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing IU801eR' is,always required for stability and to prevent collapse with possible personal Injury arxJ property damage. For general guidance regarding the fabricatbn,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Huality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 71 CarRon ah 8 ext garage T12151410 I M11392 A2 SPECIAL 1 1 Job Reference o floral Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:48 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-6YKRHBxK3cADBBHoLKFBC5WzKBb?IKkZgFrFclyYptL 1-0- 8-6-0 13-0-0 14-9-0 22-0-0 27-4-7 35-04 6-0-0 =0-0 8-6-0 4t- 1-9-0 7-3-0 5-4-7 7-7-9 1-0-0 Scale=1:62.9 5x6= 3x4= 5x6= 4.00 FIT 4 20 5 21 6 1 2x3\\ 2x3 3 7 N a 10 m 8 g N r; 1 2 3x4 7X8 MT1BHS= to 13 12 3x4= 5x8= 3x12 4x5= 2.00 12 I 10-0-0 14-91 22-" 24-6-8 35-" 10-0-0 4-9-0 7-" 26-8 10-5-8 Plate'Offsets(X Y)— [2:0-2-14 Edge],(8:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >600 240 MT20 244/190 TCD IL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.14 10-19 >369 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 HOrzCTL) 0.40 8 n/a rVa BCDIL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:160Ib FT=20 LUM ER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-10 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0,8=1332/0-8-0 Max Horz2=136(LC 7) Max Uplift2=-834(LC 8),8=-816(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3004/1748,3-4=2812/1694,4-20=-2493/1570,5-20=2493/1570,5-21=-3293/1951, 6-21=-3293/1951,6-7=5114/2850,7-8=-5625/3250 BOT CHORD 2-13=-1527/2783,12-13=-1183/2322,11-12=-1314/2540,10-11=-1 708/3355, 8-10=3001/5355 WE S 3-13=-346/350,4-13=-308/539,4-12=-296/568,5-12=767/515,5-11=-418/924, 6-11=392/253,6-1 0=-1 159/2216,7-10=-495/499 NOTES- 1)Upbaianced 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=15ft;B=70ft;L=35ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fill between the bottom chord and any other members. 7)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity oil bearing surface. 8)Pnide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=834, 8=816. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIFEK REFERANCE PAGE MII-7473 rev.10103,2015 BEFORE USE l. Design valid for use only with MiTekB connectors.Thus deslgn is based only upon parameters shown,and is for an Individual IwiltlI g component,not +.�[� a!inuss system.Before use,file I lding designer musl verity the applicab" of deslgn parameters and properly Incorporate th s design Into the overall building design. &acing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing IVIiTek' ts'always required for stablllty and to prevent collapse with possible personal infury and property damage. For genera,guidance regarding the fabrlcatlon,storage,delivery,erection and bracing of trusses and truss systems,see.NS'Mr fluallty Criteria,DSB-89 and C. Building Component Tamp Parke East 0 Safety Information ovdlable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 71 Carlton Rh 8 ext garage T12151411 M17392 A3 SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16—17 MiTek Industries,Inc. Fri Sep 29 09:54:50 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-3xSBityabEQxOVRBSkHfHWcL1?HcmG9rBZKMhdyYptJ 1-0• 8-6-0 15-0-0 20-0-0 24-6-8 27-4-7 35-0-0 6-0- -o- 8-6-0 6-6-0 5-0-0 4-6-8 2-9-15 7-7-9 -0-0 Scale:3116°=1' 4.00 12 5x6= 4x4= 5 6 3x4% 4x6 3x6% 7 5x6 3 4 8 N N W 2 11 9 10 17 12 7x8 MT18HS= I o 0 14 13 3x10= 2x3 II 5x6= 3x12= 3x6= 2.00 12 8-6-0 74-91 20-0-0 24-6-8 35-0-0 8-6-0 6-0-0 5-3-0 4-6-8 10-5-8 PlatelOffsets(X Y)-- (2.0-0-14 Edgel 18.0-3-0 0-3-01 (9.0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLI 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.72 11 >586 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.18 11-20 >357 180 MT18HS 244/190 BCLIJ 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.43 9 n/a n/a BCD11 10.0 Code FBC2014[TP12007 (Matrix-M) Weight:160lb FT=20% LUMBER- BRACING- TOP iCHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT iCHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEB 2x4 SP No.3 WEBS 1 Row at midpt 7-12 REACTIONS. (lb/size) 2=1364/0-8-0,9=1334/0-8-0 Max Horz2=155(LC 7) Max Uplift2=-834(LC 8),9=-816(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3052/1733,3-4=-2934/1743,4-5=2349/1415,5-6=-2610/1602,6-7=2757/1637, 7-8=-5200/2923,8-9=5590/3202 BOT CHORD 2-14=-1525/2830,13-14=-1525/2830,12-13=-1091/2205,11-12=-2608/4988, 9-11=-2954/5319 WEBS 4-14=0/283,4-13=-746/496,5-12=-282/657,6-12=-285/598,7-12=2676/1489, 7-11=-956/1895,8-11=-377/352 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=15ft;B=70ft;L=35ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)TF is truss has been designed fora 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)Bearing at joint(s)9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)P ovide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=lb)2=834, 9416. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used In the analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek6 connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a Inrss system.Before use,the building designer must verify the applicability of design parameters and Ixoperly Incorporate flits design Into the overall �q I building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mi 1T ek• 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 Job Truss Truss Type Qty Pty r7larhonhh a ext garage T12151412 M11392 A4 SPECIAL i 1 Reference o t10nal chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MTek Industries,Inc. Fri Sep 29 09:54:51 2017 Page t I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-X7OZvDzDMXYo?eONOSoupk8W oPcvVfi?MD4vD3yyptl 1-0- 8-6-0 14-9-0 17-0-0 8-0-0 24-6.8 27-4-7 35-0-0 6-0- -0- 8-6-0 6-3-0 2-3-0 6 -0 6-6-8 2-9-15 7-7-9 -0-0 Scale:3/16°=1' 4.00 12 5x6= 4x6= 2x3 I I 6 7 5 4x6 3x6 4x6 3X4 8 4 9 2x3% N 3 t 0 N 13 11 12 N r t 2 14 7x8MT18HS= jo 0 16 15 48= 2x3 5x8= 3x12= 3x6= 2.00 F12 8-6-0 14-9-0 18-0-0 24-6-8 35-0-0 8-6-0 6-3-0 33-0 6-6-8 10-5-8 Plate Offsets(XY)-- f2'0-0-10 Edgel f9'0-3-0 Edqe) f11:0-1-15 Edgel LOApING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Ydefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.78 13 >542 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.26 13-22 >333 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.46 11 Na rVa BCD 10.0 Code FBC2014fFP12007 (Matrix-M) Weight:172 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt B-14 REACTIONS. (lb/size) 2=1365/0-8-0,11=1333/0-8-0 Max Horz 2=-1 75(LC 6) Max Uplift2=-834(LC 8),11=-815(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOI CHORD 2-3=3042/1732,3-4=-2359/1412,4-5=-2303/1426,5-6=-2334/1509,6-7=-2154/1376, 7-8=-2314/1391,8-9=5195/2958,9-10=5237/2955,10-11=-5582/3192 BO CHORD 2-16=1513/2819,15-16=-1513/2819,14-15=-991/2102,13-14=2654/5036, 11-13=-2944/5310 WEBS 3-16=0/288,3-15=724/464,5-15—272/266,7-14=-136/409,6-14=292/605, 6-15=-293/403,8-14=-3088/1750,8-13=-937/1901,10-13=-330/293 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=151t;B=70ft;L=35ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'TINS 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)11 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity 01 bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=834, 1 I1=815. 9)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.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 d truss system.Before use,the building designer must Verify the applicability of design parameters and properly incorporate Hits 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" a always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarciing the fabrtcatlon,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 rJob Truss Truss Type Qty Ply 7t Carlton @h�(opfional) T12151413 1392 A5 SPECIAL 16 1 Job Referen Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:52 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-?Jax7Z_r6rgfdobZa9J7Mxhd4oyXEBQBbtpSlWyYptH 1 D-Q 8-6-0 14-9-0 17-6-0 24-6-8 27.4-7 i 35-0-0 1-0-0 8-6-0 6-3-0 2-8-0 7-0-8 2-9-15 7-7-9 1-0-0 Scale=1:61.8 4.00 12 5x8 II 6 2x3 I I 5 2x3 11 3x6 4x6 3x4 4 7 8 2x3 3 9 12 10 11 ,n n n1 2 22 7x10MT18HS= IoS 0 21 14 13 2x3 II 5x10= 3x12= 3x6= 2.00 12 8-6-0 14-9-0 24-6-8 35-0-0 "-a 6-0-0 9-9-8 10-5-8 Plate'Offsets(X Y)-- f2:0-0-14 Edgel (8:0-3-0 Edgel (10:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLLJ 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.78 12 >540 240 MT20 244/190 TCDq 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.59 12-13 >265 180 MT18HS 244/190 BCL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.43 10 n1a nta BCD 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:159lb FT=20% LUMBER- BRACING- TOP HORD 2x4 SP M 31 `Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc purlins. 1-4,8-11:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-9 cc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3`Except` 6-12:2x4 SP M 30 REACTIONS. (lb/size) 2=1365/0-8-0,10=1333/0-8-0 Max Harz 2=179(LC 7) Max Uplift2—834(LC 8),10=-815(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3035/1734,3-4=-2371/1407,4-5—2314/1421,5-6=-2329/1492,6-7=-5329/3094, 7-8=-5231/2969,8-9=5273/2968,9-10—5598/3190 BOT OHORD 2-14=-1515/2812,13-14=1515/2812,13-21=-997/2050,21-22=-993/2058, 12-22989/2072,10-12=2942/5328 WEBS 3-14=01256,3-13=-704/472,6-13=-235/512,6-12=-1924/3461,7-12=-327/336, 9-12—308/278 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=15ft;B=70ft;L=35ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)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 fitlbetween the bottom chord and any other members,with BCDL=IO.Opsf. 6)Bearing at joint(s)10 considers parallel to grain value using ANSI/fPl 1 angle to grain formula. Building designer should verify capacity all bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=834, 10=815. 8).1 emi-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 MB-7473 rev.10103YZ015 BEFORE USE Design valid for use only with MITekJ connectors.This design Is based only upon parameters shown,and Is for an Individual building component not altruss system.Before use,)he cin building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall py T building design. Brag Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing IMI� eW Is' I a 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 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 Job Truss Truss Type Qty Ply 71 Carhon hh 8 exi garage T12151414 M11392 ATA COMMON 5 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Indusiries,Inc. Fri Sep 29 09:54:53 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-TV8KKv?Tt9oW FyAm7tgMu9DvDCODzgclgXzOlyyYptG D Q 8-4-0 12-11-0 17 6 0 22-1-0 26-8-0 35-0-0 �6-0 1-0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4 0 1 0 0' Scale=1:60.8 4.00 12 4x4= 6 2x3 II 24 25 2x3 II 3x6% 5 7 3x6 3x4% q 8 3x4 3 9 10 11 r12 u 1 2 17 16 15 26 27 14 13 12 0 2x3 I I 4x6= 3x8= 2x3 I 45= 4x5= 3x8= 4x6= ' I 8-4-0 12-11-0 22-1-0 26-8-0 35-0-0 B-4-0 4-7-0 9-2-0 4-71 8-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.29 14-15 >999 240 MT20 244i190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 >550 180 BCLL 0.0 Rep Stress Incr YES W B 0.48 HOrz(fL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:166lb FT=0% LUMBER- BRACING- TOP 6HORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins. BOT gHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: WEBI 2x4 SP No.3 8-6-0 oc bracing:14-15. REACTIONS. (lb/size) 2=1399/0-8-0,10=1399/0-8-0 Max Horz2=179(LC 7) Max Uplift2=775(LC 8),10=-775(LC 8) FOR ES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3164/1575,3-4=-2677/1331,4-5=-2606/1342,5-24=-2680/1409,6-24=-2629/1432, 6-25=-2629/1432,7-25=-2680/1408,7-8=-2606/1342,8-9=2677/1331,9-10_3164/1575 BOT CHORD 2-17=-1366/2936,16-17=-1366/2936,15-16=1366/2936,15-26=-745/1961, 26-27=-745/1961,14-27=-745/1961,13-14=-1366/2936,12-13=-1366/2936, 10-12=1366/2936 WEBS 6-14=459/928,7-14=-264/197,9-14=-531/397,6-15=459/928,5-15=-264/197, 3-15=-531/397 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=15ft;B=70ft;L=35ft;eave=6ft;Cat.II; EXp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)1 OO.Olb AC unit load placed on the top chord,17-6-0 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.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. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=775, 10=775. 7)" emi-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 MITER REFERANCE PAGE MO-7473 rev.10/0=015 BEFORE USE. Design valid for use only wllh MiTekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a tnrss system.Before use,the building designer must verify the app11cab011y 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/TPI1 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 cuss Truss Type �Qty_7p�IY71 Carlton ith 8 ext garage Mt B COMMON ob Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 rA I ek Industries,Inc. Fri Sep 29 09:54:54 2017 Page 1 ID:_MiGCA6bx7j2Syl HDXFw7ye3KX-xiiiYF?5eSwMs6lyhaMbRMm5gcogi6vR2AIZgOyYptF 10 Q 8-3-5 14-0-0 17-6-0 21-0-0 26-8.11 35-0-0 36-0-0 1-0-0 8-3-5 5-8-11 3-6-0 3-6-0 5-8-11 8-3-5 1-0-0 Scale=1:60.8 4.00 12 3x6= 6 2x3 II 2x3 II 5 7 3x6% 3x6 3x4 y 4 8 3x4 3 9 10 11 '2 �1 2 Ell ?rh o 17 16 15 14 13 12 2x3 3x6= 3x4= 3x4= 3x6= 2x3 11 3x4= 3x4= 8-3-5 14-0-0 21-0-0 26-8-11 35-0-0 8-3-5 5-8-11 7.0-0 5-8.11 8-0-5 Plate Offsets(X Y) (6 0-3-0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.11 14-15 >768 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(fL) -0.18 12-23 >938 180 BCLIL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 10 n/a n/a BCD 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:149lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEB IS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (lb)- Max Horz 2=179(LC 6) Max Uplift All uplift 100 lb or less at joint(s)except 2=385(LC 8),15=-440(LC 8),14=440(LC 8).10=-385(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=625(LC 1),15=822(LC 13),14=817(LC 14),10=625(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-854/407,9-10=-854/407 BOT CHORD 2-17=-2621771,16-17=-262l771,15-16=-262/771,13-14=262/751,12-13=-262l751, 10-12=262l751 WEB S 3-17=0/269,3-15—708/485,5-15=-291/268,7-14=-291/268,9-14=-708/485,9-12=0/269 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=15ft;B=70ft;L=35ft;eave=5ft;Cat.11; Ezp 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 vide 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 385 lb uplift at joint 2,440 lb uplift at joint 15 440(b uplift at joint 14 and 385 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. ®I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown.and Is for an Individual building component.not a Truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall �q building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi lr e,k• Is always required for stability and 10 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. scitety 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 71�Caftnr,.h�garoa M11392 l BHA BOSTON HIP 1 1Jl 7l Chambers Truss, Fort Pierce,FL 7.140 s Aug 16 2017 MI Industries,Inc. Fri Sep 29 09:54:55 2017 Page 1 ID:_kfiGCA6bx7j2SyHDXFw7ye3KX-PuG41aOjPm2DUGKBFltq_aJCbO4rRYxaHg27MryYptE j 15-6-0 21-6-0 - t O q 7 0 0 9-6-0 11-6-0 13-6-0 1 - 0 17-6-0 19-6-0 21-0-0 23-6-0 25-6-0 28-0.0 35-0.0 6-0- 00 7.0-0 2-6-0 2-0-0 2-0-0 6- 1-6-0 2-0-0 2-0-0 1-6-0 0-6- 2 0 0 2 0 0 2-6-0 7 0 0 1 0.0 Scale:3/16°=1' TOP CHORD MUST BE BRACED BY END JACKS, 4.00 12 4x4= ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 12 57 15 58 17 56 59 3x6 548 60 �55 9 20 3x6 5x12%53 4 6 x6= x4 2451 26 5x12 3 11 i6 9 1 23 63 14 n 52 � 28 29 a l j1 2 -m 6 42 43 34 44 45 d6 47 48 32 d9 31 50 51 30 0 3x6= 6x8= 6x8= 3x6= 3x4= 3x4= 7-0-0 14-0-0 21-0-0 28-" 35-M 7-0-0 7-0-0 7-0-0 7-0-0 7-0-0 Plate('Offsets(X Y)-- (32:0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL1 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 35-38 >999 240 MT20 244/190 TCDq 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.18 33-35 >953 180 BCL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) 0.04 28 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight:208lb FT=0% LUMBER- BRACING- TOP FHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc pudins. BOT HORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEB( 2x4 SP No.3 WEBS 1 Row at midpt 3-33,27-32 JOINTS 1 Brace at Jt(s):11,19,16,7,23 REACTIONS. All bearings 0-8-0. (Ib)- Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s)except 2=-579(LC 8),33=1255(LC 8),32=-1005(LC 8),28=-446(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=833(LC 17),33=1803(LC 1),32=1510(LC 1),28=646(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-52=1607/1042,3-52=-14411984,3-53=-108/258,27-63=-906/619,28-63=-1056/658, 3-5=-439/531,5-7=-433/524,7-10=-433/524,10-11=-433/524,11-13=-433/524, 13-14=-433/524,14-16=-433/524,16-18=-433/524,18-19=-433/524,19-21=-378/423, 21-23=-378/423,23-25=-378/423,25-27=-383/429 BOT CHORD 2-35=880/1473,35-42=855/1390,42-43=855/1390,34-43=-855/1390,34-44=-855/1390, 33-44=-855/1390,33-45=-386/402,45-46=386/402,46-47=-386/402,47-48=-386/402, 32-48=-386/402,32-49=-525/923,31-49=525/923,31-50-525/923,50-51=525/923, 30-51=525/923,28-30=514/952 WEBS 3-35=168/626,27-30=0/430,3-33=-1994/1462,11-33=815/786,19-32=-777/748, 27-32=1400/992,9-10=-465/455,20-21=-464/455 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=15ft B=70ft L=35ft;eave=6ft Cat.II; Ezp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provfde 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 fi[between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 579 lb uplift at joint 2,1255 lb uplift at joint 33,1005 lb uplift at joint 32 and 446 lb uplift at joint 28. 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. I Continued on nnnp 2 ®WARNING-Verfry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.1010312015 BEFORE USE. Dgsign valid for use only with MITek6 connecfors.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 �A building design. &acing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing CtlAt�'ek° h always required for stability and 10 prevent collapse with possible personal InJury and property damage. For general guldance 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 BWd. Safety Informalton available Irom Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 i Job Truss Truss Type city Ply 71 Carlton dh 8 ext garage T12151416 M11392 BHA BOSTON HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MTek Industries,Inc. Fri Sep 29 09:54:55 2017 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-PuG4laOjPm2DUGKBFltq_aJCb04rRYxaHg27MryYptE NU E$- 10)Hangers)or other connection device(s)shall be provided sufficient to support concentrated load(s)265 lb down and 381 lb up at 7-0-0,158 lb down and 206 lb up at 9-0-12, 156 lb down and 206 lb up at 11-0-12,158 lb down and 206 lb up at 13-0-12,158 lb down and 206 lb up at 15-0-12,158 lb down and 206 lb up at 17-0-12,158 lb down and 206 lb up at 17-11-4,158 lb down and 206 lb up at 19-11-4,158 lb down and 206 lb up at 21-11-4,158 lb down and 206 lb up at 23-11-4,and 158 lb down and 206 lb up at 25 11-4,and 158 lb down and 206 lb up at 27-11-4 on top chord,and 373 lb down and 2361b up at 7-0-0,69 lb down at 9-0-12,69 lb down at 11-0-12,69 lb down at 13-0-12, 69 lb down at 15-0-12,69 lb down at 17-0-12,69 lb down at 17-11-4,69 Ito down at 19-11-4,69 lb down at 21-11-4,69 lb down at 23-11-4,and 69 lb down at 25-11-4,and 69 Ito down at 27-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In he 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:36-39=-20,1-3=-54,3-15=-54,15-27=54,27-29=-54 Cot centrated Loads(lb) Vert:35—373(F)30—23(F)42=-23(F)43=-23(F)44-23(F)45=-23(F)46=23(F)47=23(F)48=-23(F)49=-23(F)50=23(F)51=-23(F)52=-169(F)53=-118(F) 54=-118(F)55=-118(F)56=-116(F)57=-118(F)58=118(F)59=-118(F)60=-118(F)61=-118(F)62=-118(F)63=-118(F) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 BEFORE USE. Dosign valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for art 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 lemporary and permanent bracing MITeW 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 taus 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 71 CarNon Nh 8 ext garage T12151417 M11392 GRA HIP 1 1 I Job Reference(optional) .6 Chambers Truss, Fort Pierce,FL 740 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:56 2017 Page 1 I ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-t4pSzwl LA4A46QuLp?03WnrHfQO_AvEkW UnguHyYptD 1 0- 7-0-0 14-11-0 21-5-2 28-0-0 35-0-0 36-0-0 1-0-0 7-0-0 7-11-0 6-6-2 6-0-14 7-0-0 Scale=1:61.8 4.00 12 5x8 2x3 11 3x6= 3x6= 4x8= 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 m N f; 8 9 _n w �11 2 l fi 6 15 33 34 14 35 6x10= 36 37 38 1239 11 40 41 10 3x4= 2x3 I 3x6= 3x4=US= 2x3 1 3x5= 7-0-0 14-11-0 21-5-2 28-0-0 35-0-0 71% 7-11.0 6.6-2 6-6-14 7-0-0 PlatelOffsets(X Y)-- f3'0-5-4 0-2-8) [7'0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.39 10-12 >623 180 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.11 8 n/a n/a BCD L 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:153lb FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. WEBS 2x4 SP No.3`Except' WEBS 1 Row at midpt 3-13,6-13 4-13:2x6 SP No.2 REACTIONS. (lb/size) 2=774/0-8-0,13=3177/0-8-0,8=1246/0-8-0 Max Horz2=78(LC 7) Max Uplift2=516(LC 8),13=-1909(LC 8),8=-799(LC 8) Max Grav2=778(LC 17),13=3177(LC 1),8=1246(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1467/855,3-22=-747/1318,22-23=-747/1318,23-24=-747/1318,24-25=-747/1318, 4-25=-747/1318,4-26=-747/1318,26-27=747/1318,5-27=-747/1318,5-28=-747/1318, 28-29=-747/1318,6-29=-747/1318,6-30=1920/1225,30-31=-1920/1225, 31-32=-1920/1225,7-32=-1920/1225,7-8=-2869/1716 BOT CHORD 2-15=-723/1342,15-33=-732/1382,33-34=-732/1382,14-34=-732/1382,14-35=-732/1382, 13-35=-732/1382,13-36=-1107/1920,36-37=-1107/1920,37-38=1107/1920, 12-38=1107/1920,12-39=1524/2706,11-39=-1524/2706,11-40=1524/2706, 40-41=1524/2706,10-41—1524/2706,8-10=1513/2668 WEBS 3-15=-155/711,3-13=-2806/1663,4-13=-8481795,6-13=-3446/2082,6-12=-87/648, 7-12=-835/507,7-10177/660 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=15ft;B=70ft;L=35ft;eave=5ft;Cat.II; Ex p 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)Tliis 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)P ovide mechanical connection(by others)of truss to bearing plate capable of withstanding 516 lb uplift at joint 2,1909 lb uplift at joint 13 and 799 lb uplift at joint 8. 7)"Semi-rigid pitchbreaks Including heels"Member end fixity model was used in the analysis and design of this truss. I I Continued on page 2 AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010 312 0 1 5 BEFORE USE asign valid for use only with MITek®connectors.Thfs design is based only upon parameters shown,and Is for an Individual building component,not - truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M(Tek• Is;ahvays 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 avallable from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I F Job Flrlulss Truss Type Qty Ply 71 Carilon th 8 axt garage T12151417 M11392 HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MITek Industries,Inc. Fri Sep 29 09:54:56 2017 Page 2 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-t4pSzw1 LA4A46QuLp?03W nrHtQO_AvEkW UnguHyYptD NOTES- 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)203 lb down and 329 lb up at 7-0-0,90 lb down and 155 Ib up at 9-0-12,90 Ib down and 155 Ib up at 11-0-12,90 lb down and 155 lb up at 13-0-12,90 lb down and 155 lb up at 15-0-12,90 Ib down and 155 Ib up at 17-0-12,90 Ib down and 155 Ib up at 17-1i1-4,90 lb down and 155 lb up at 19-11-4,90 lb down and 155 lb up at 21-11-4,90 lb down and 155 Ib up at 23-11-4,and 90 lb down and 155 lb up at 25-11-4,and 203 lb down and 329 Ib up at 28-0-0 on top chord,and 452 Ib down and 263 Ib up at 7-0-0,63 Ib down and 3 Ib up at 9-0-12,63 Ib down and 3 Ib up at 11-0-12,63 Ib down and 3 Ib up at 13-0-12,63 Ib down and 3 Ib up at 15-0-12,63 Ib down and 3 Ib up at 17-0-12,63 Ib down and 3 Ib up at 17-11-4,63 lb down and 3 lb up at 19-11-4,63 lb down and 3 lb up at 21-11-4,63 lb down and alb up at 23-11-4,and 63 lb down and 3 lb up at 25-11-4,and 452 lb down and 263 lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In t e 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(pif) Vert:1-3=-54,3-7=-54,7-9=54,16-19=-20 Cot centrated Loads(Ib) Vert:3=-147(B)7=-147(B)15=-452(B)13=40(B)4=-90(B)10=-452(B)22=-90(B)23=-90(B)24=-90(B)26=-90(B)27=90(B)28=-90(B)30=90(B)31=-90(B)32=90(B) 33=-40(B)34=-40(B)35=-40(B)36=40(B)37=-40(B)38=-40(B)39=-40(B)40=-40(B)41=-40(B) WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED mrTEK REFERANCE PAGE MR-7473 rev.1 010 372 0 1 5 BEFORE USE. D�slgn valid for use orgy with MITekO connectors.This design Is based only upon parameters shown,and Is for on Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSt/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 Qty Ply 71 CarRon th 8 exI�garageT12151418 Ml 1392 J1 MONO TRUSS 6 1Job Reference oChambers Truss, Fort Pierce,FLustries,Inc. Fri Sep 29 09:54:.6 2017 Pagel ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-t4pSzwl LA4A46QuLp?03W nrUbQYHABvkW UnguHyYptD -1-0-0 1-0-0 1-0-0 7-0-0 Scale=1:6.2 3 4.00 12 2 1 4 3x4= 1-0-0 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLLI 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.01 Vert(rL) -0.00 5 >999 180 BCLIl 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:5lb FT=0% i LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical,2=113/0-8-0,4=4/Mechanical Max Horz2=48(LC 8) Max Uplift3=-5(LC 5),2=-127(LC 8),4=-2(LC 5) Max Grav3=11(LC 13),2=113(LC 1),4=11(LC 3) FORT ES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)W'nd:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fitlbetween the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5 lb uplift at joint 3,127lb 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-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11471-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek0 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 must verity the applicability of design parameters and properly Incorporate flits 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 6ViiT�k� Is'always required for stability and to prevent collapse with possible personal Injury ar-1 property damage. For general guidance regarding the fabni _tlon,storage,delivery,erection and bracing of trusses and tnlss systems,seeANSI/TPII rdualiry Criteria,D58-89 and BCSI Building Component 6904 Parke East BNd. Safely Information available from Truss Plate Institute.218 N.Lee Street.suite 312,Alexandria.VA 22314. Tampa.FL 33610 Job Truss Truss Type Oty Ply 71 Carlton ah 8 ext garage T12151419 M11392 J3 MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:57 2017 Page ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?OfKpslvbgtl8XDRjyYptC I _1_0.0 3-0-0 1_0_0 3-0-0 Scale=1:9.6 3 4.00 12 2 1 4 3x4= 3-0-0 3-0-0 LOAQING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/dell Ud PLATES GRIP TC 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.01 4-7 >999 180 BCL� 0.0 Rep Stresslncr YES WB 0.00 HOrz(fL) 0.00 2 n/a n/a BCD( 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:11 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins. BOT(CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=58/Mechanical,2=184/0-8-0,4=31/Mechanical Max Horz 2=85(LC 8) Max Uplift3—53(LC 8),2=149(LC 8),4=3(LC 8) Max Grav3=58(LC 1),2=184(LC 1),4--44(LC 3) FOR ES. (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=15ft;B=70ft;L=35ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=O.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)TF is truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 53 lb uplift at joint 3,149 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 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 mast 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" ls�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,Alexandda,VA 22314. Tampa.FL 33610 i Job Truss Truss Type Qty Ply 71 Carlton dh 8 ext garage T12151420 M11392 J5 MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2o17 Mir ek Industries,Inc. Fri Sep 29 09:54:57 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-MHNgAG2zxNIxkZTXMivl3?ObOppHvb9tI8XDRjyYptC 1-0-0 5-0-0 1-0-0 5-0-0 Scale=1:12.9 3 4.00 FIT 2 1 4 I 3x4= 5-0-0 5-" LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLt 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(fL) -0.04 4-7 >999 180 BCLl1 0.0 Rep Stress Incr YES WB 0.00 HOrz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight:17 lb FT=0 LUMPER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REAP TIONS. (lb/size) 3=100/Mechanical,2=274/0-8-0,4=47/Mechanical Max Horz2=123(LC 8) Max Uplift3=-96(LC 8),2=-194(LC 8) Max Grav3=100(LC 1),2=274(LC 1),4=75(LC 3) FORT ES. (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=15ft;B=70ft;L=35ft;eave=6ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 96 lb uplift at joint 3 and 194 lb uplift at joint 2.I 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE MR-7473 rev.1010312015 BEFORE USE. 0sign valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for on Individual building component,not altruss system.Before use,the building designer must verify the applicabllity,of design parameters and properly Incorporate flits 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 regardng 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,Sulte 312,Alexandria,VA 22314. Tampa,FL 33610 r I Job i Truss �Trusse Oty Ply�71rbon Bh a ext garageT12151421 M11392 J7 USS 24 eference o tionalChambers Truss, Fort Pierce,FLAug 16 2017 MiTek Industries,Inc. Fri Sep 29 09:54:57 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-MHNgAG2zxNlxkZTXMivl3?Od6pkbvb9tl8XDRjyYptC _1-0-0 7-0-0 1-0-0 7-0-0 Scale=1:16.5 3 4.00 12 2 1 ccciii 4 • 3x4= 7-0-0 7-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(fL) -0.16 4-7 >520 180 BCDL 0.0 Rep Stress Incr YES W B 0.00 HOrz(fL) 0.01 2 n/a n/a BCDLII 10.0 Code FBC2014fFP12007 (Matrix-M) Weight:23 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 No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=144/Mechanical,2=365/0-8-0,4=60/Mechanical Max Horz 2=161(LC 8) Max Uplift3=140(LC 8),2=240(LC 8) Max Grav3=144(LC 1),2=365(LC 1),4=103(LC 3) FORCE,-). (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)W�nd:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft eave=6ft;Cat.11; E p C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Tt is truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 140 lb uplift at joint 3 and 240 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i �[9,WARNING-verify design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE MIF7473 rev.f0/03/2015 BEFORE USE. *� D2slgn valid for use only with MITeke connectors.This design fs based oNy upon parameters shown,and Is for an Individual building component,not =.Yt ajinrss system.Before use,the building designer mrrst verity the applicability of design parameters and properly Incorporate Bias design into the overall ry/� Id design. Bracing indicated is to prevent buckling of(ndI(dual buss we and/or chord members only.Additional Temporary and permanent bracing ,ppiT�k• is;always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and t uss 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,SUlte 312,Alexandria,VA 22314. Tampa,FL 33610 Jab Truss Truss Type �Qty Ply 71 Carhon hh 8 ext garage T12151422 M11392 KJ7 MONO TRUSS 4 1 Job Reference o tic Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 Mrrek Industries,Inc. Fri Sep 29 09:54:58 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-gTxDNc3cihQoLj2jwQQXbCxp4DAAe?ui zoGnz9yYptB _1_5_p 6-8-12 9-10-1 1-5-0 6-8-12 3-1-5 Scale=1:21.1 4 2.83 F12 3x4 3 2 • � 1 6 7 2x3 I I 5 3x4= 3x4= i 6-8-12 9-10-1 6-8-12 3-1-5 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 TCDLII 7.0 Lumber DOL 1.25 BC 0.24 Vert( Q -0.07 7-10 >999 180 BCLq 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a r9a BCDL 10.0 Code FBC2014TrP12007 (Matrix-M) Weight:38 lb FT=0 i LUM�ER- 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. WETS 2x4 SP No.3 REACTIONS. (lb/size) 4=134/Mechanical,2=392/0-11-5,5=440/Mechanical Max Horz2=192(LC 8) Max Uplift4=-133(LC 8),2=-266(LC 8),5=-232(LC 8) Max Grav4=161(LC 13),2=392(LC 1),5=442(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-789/349 BOT CHORD 2-7=469/746,6-7=469/746 W E S 3-7=0/2B5,3-6=-860/541 NOTES- 1)Wind-ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=6ft;Cat.11; Ex .p C;Encl.,GCpl=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fitl 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 133 lb uplift at joint 4,266 lb uplift at joint 2 and 232 lb uplift at joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)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:1-2—54 T apezoidal Loads(pit) Vert:2=0(F=27,B=27)-to-4=-133(F=39,B=-39),8=O(F=10,B=1 0)-to-5=-49(F=-1 5,B=-15) I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10103,2015 BEFORE USE design valid for use 0Ny with MITek®connectors.This design 6 based only upon parameters shown,and Is for an Individual twllding component,not d truss system.Before use,the building designer must verlry the applicatXlI of design parameters and properly Incorporate flits tleslgn into the overall {�I� building design. &acing Indlcated Is to prevent txrckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing INYfTe k" 'always required for stability and to prevent collapse with possible personal InJury and property damage. For general guidance regardng the tabrlcatlon,storage,dellvery,erection and bracing of trusses and truss systems,seeAN51/TPI1 9uallty Crlteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 2,Alexandria.VA 22314. Tampa,FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ff-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ff-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 c23 2. Truss bracing must be designed by an engineer.For 0-1/1ar 4 wide truss spacing,individual lateral braces themselves 0 WEBS may require bracing,or alternative Tor I T O ��, �� 3 0 bracing should be considered. = a p O 3. Never exceed the design loading shown and never O �a o stack materials on Inadequately braced trusses. 01 IL a 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate a7-8 C6-7 C&6 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 at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-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-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 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. 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: 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 Bill Is not sufficient, DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with - -- - _Building ANSI/TPI 1 Quality Criteria. Guide to GBracinactice for Handling— -- -i- - y Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015 i