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HomeMy WebLinkAboutEngineeering, truss plans�— Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTeke .RE: M11392 -71 Carlton ith 8 ext garage MiTek USA, Inc. Site Information: Tam Parke East Blvd. Tam a,FL 33 0-4115 .Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bedroor><'i Rear orch 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 HeighII Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet , conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name "? Date E� H:��, l�r"�y���`�',.�3"� 1 T9680939 A - 10/17/16 12 I T9680940 1 Al 1 10/17/16 13 I T9680941 I A2 1 10/17/16 14 I T9680942 J A3 1 10/17/16 F_~ 15 J T9680943 J A4 1 10/17/16 1 16 I T9680944 J A5 10/17/16 17 I T9680945 I ATA 10/17/16 18 I T9680946 113 1 10/17/16 1 19 I T9680947 I BHA 1 10/17/16 1 110 I T9680948 I GRA 1 10/17/16 1 Ill I T9680949 J J1 1 10/17/16 1 112 I T9680950 I J3 1 10/17/16] 113 I T9680951 J J5 1 10/17/16 14 I T9680952 147 1 10/17/16 115 I T9680953 1 KJ7 1 10/17/16 1 The truss drawing(s)referenced above have been prepared by MiTek e�®oa�QvIN USA,Inc.under my direct supervision based on the parameters eo pP ..•••••.• provided by Chambers Truss. ,��` •.��G E N SF.c' s,� Truss Design Engineer's Name: Velez, Joaquin 8182 •: My license renewal date for the state of Florida is February 28,2017. IMPORTANT NOTE: The seal on these truss component designs is a certification ®� ' I� :p. STATE OF �• that the engineer named is licensed in the jurisdiction(s)identified and that the - 0 . e designs comply with ANSI/TPI 1. These designs are based upon parameters i,.�'• A` Q, shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ��s• O R 1�.••G�,e` given to MiTek. Any project specific information included is for MiTek's customers o S' • ' ' o file reference purpose only,and was not taken into account in the preparation of ,��i�s®�N A`E,%% these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. 'Before use,the building designer Joaquin Velez PE No.68182 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Gert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 3361d Date: i October 17,2016 Velez,Joaquin 1 of 1 �ob Truss Truss Type Qty Ply 11392 A HIP 1 71 Carflon th 8 ext garage T9680939 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:38 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-txlui?8jSnNdGJeBrbuHBd1 URUSBDMzfaLBUfCySYRJ r1 0^ 6 10 14 9-0-0 14-11-0 20.2-13 26-0-0 28-1-2 35-0-0 36-0-0 1-0-0 6-10-14 2-1-2 5-11-0 5-3-13 5-9-3 2-1-2 6-10-14 y-0-0 Scale=1:61.9 4.00 12 4x8 2x3 11 3x6= 2x3 14x8= 2x3 2x3\\ 4 24 5 6 7 25 8 9 3 N Cl) N1 2 10 11 n )ch O 92 nd O 17 16 15 14 13 12 3x4= 3x4= 3x4= 3x4= 3x5= 3x6= 4x6= 3x6= 9-0-0 14-111 20-2-13 26-0-0 35-0-0 9-0-0 5-11-0 53-13 5-9-3 9-" Plate Offsets(X Y)-- f2:0-2-8 Edgel (4:0-5-4 0-2-0) 18:0-5-4 0-2-01 (10:0-1-6 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.58 12-14 >416 240 MT20 2441190 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 WB 0.26 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 2x4 SP N0.3 i 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(1-C 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 WEBS 3-17=302/283,4-17=-112/324,4-15=-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; 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)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)except Qt=lb)2=631, 15=333,10=685. 7)"Semi-Algid 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 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 ■.fie a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p��T building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing `itlY�tek• 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 I Job Truss Truss Type cityPly 71 Carlton th 8 ext garage T9s80940 M11392 Al SPECIAL 1 1 Job Reference(optional) =Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:3.9 2016 Page 1 ID: kfiGCA6bx7j2Syl D: kfiGCA6bx7j2Sy1 H DXFw7ye3KX-L7JGwL9M D4V UtTDN PJQWjgael um7yhBop?z1 BeySYR I 1-0- 8-6-0 11-0-0 14-9-0 19-8-14 24-0-0 27-4-7 35-0-0 6-0- -0-0 8f-0 211 3-9-0 4-11-14 4-3-2 3-4-7 7-7-9 -0-0 - Scale=1:62.9 4.00 FIT 5x6= 2x3 I I 3x4 5x6 5 = = 2x3\\ 4 20 6 21 7 2x3 3 Ful N I 1Cl)N 1 2 11 9 10_ n l 7x8 MT18HS= I 0 0 13 12 5x8 MT18HS= 3x12= 3x8= 3x5= 2.00 F12 10-0-0 14-9-0 24-6-8 35-0-0 10-0-0 4-9-o 9-9-8 10-5-8 1 Plate Offsets(X Y)-- (2.0-0-2 Edgel f9:0-1-15 Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP' TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.72 11-12 >579 240 MT20 244/190 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 WB 0.77 Horz(TL) 0.42 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:155lb FT-=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0,9=1332/0-8-0 Max Horz2=117(LC 6) Max Uplift2=834(LC 8),9=-815(LC 8) j 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.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 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 beating surface. 8)Provide4nechanical 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)"Seml-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 MN'EK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITek®connectors!This design Is based only upon parameters shown,and Is for an Individual building component,not a fit=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 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 71 Carhon th 8 exi garage T9680941 M11392 A2 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:40 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-pKse7gA_OdLVdoZyOxIG17naH5jh7Jy2fhbk4ySYRH 1-0- 8-6-0 13-0-0 14-9-0 22-0-0 27-4-7 35-0-0 6-0- -0-0 8-6-0 4-6-0 7-3-0 5-4-7 7-7-9 1-0-0 I Scale=1:62.9 5x6= 3x4= 5x6= 4.00 12 4 20 5 21 6 2x3\\ 2x3 3 7 N Q 10 N1 2 11 9 B NJ� r$ 7xB MT18HS= I Ch 0 3x4= d 13 12 3x4= 5x8= - 3x12= 05= 2.00 F12 i IN 10-0-0 14-9-0 22-0-0 24-6-8 35-0-0 10-" 4-9-0 711 2-6-8 103-8 Plate Offsets(X Y)-- (2'0-2-14 Edgel (8.0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >600 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(fL) -1.1410-19 >369 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.84 Horz(TL) 0.40 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:160lb Fi',=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-10 or purlins. 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=1708/3355, 8-10=-30D1/5355 WEBS 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)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=7011;L=35ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for 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)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of beaOig surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 01=1b)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-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11,111.7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors!This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must velIfy the applicability of design parameters and properly incorporate this design Into the overall ��q T lk• building design. Bracing Indicated Is to prevent Lxickling of Individual miss web and/or chord members only.Additional temporary and permanent bracing 'YdOf i Is always required for stability and to prevent collapse with possible personal Injury and property damage. For generai.guldance 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 •Job Truss Truss Type Qty Ply 71 Carlton ith 8 ext garage , T9680942 M11392 A3 SPECIAL t 1 Job Reference(optional) c Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:40 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-pKse7gA_OdLVdoZyOxIG17poH5sh9Ey2fhbk4ySYRH 1-0- 8-6-0 15-0-0 20-0-o 24-6-8 27-4-7 35-0-0 6-0- -0-0 8-6-0 6-6.0 5-0-0 4-6-8 2-9-15 7-7-9 -0-0 Scale:3/16°=1' '4.00 12 5x6= 4x4= 5 6 3x4% 46 J 3x6% 7 5x6 3 4 8 N m ur 1 2 11 9 10 r 12 7x8 MT18HS= Ic4 14 13 3x10= o 2x3 II 5x6= 3x12 zz 3x6= 2.00 12 8-6-0 14-9-0 20-0-0 24-6-8 35-" 8-6-0 6-3-0 5-3-0 4-6-8 10-5-8 Plate Offsets(X Y)-- [2:0-0-14 Edge] f8:0-3-0 0-3-01 f9:0-1-15 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in Qoc) Udell Ud PLATES GRIP TCLL 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 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:160lb FT=20% • LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. 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 7-12 REACTIONS. (Ib/slze) 2=1364/0-8-0,9=1334/0-8-0 Max HorZ 2=155(LC 7) Max Uplift2=-834(LC 8),9=-816(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Qb)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=5Tt;Cat.I(; 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 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 beadFig surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Ot=lb)2=834, 9=816. 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 MY-7473 rev.f0/03/2015 BEFORE USE. �� Design valid for use only with MlTek®connectors.fits design Is based only upon parameters shown,and Is for an Individual building component,not a hu 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• h 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 Tamp Parke East 0 Safety Information avallable from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa.FL 33610 i Job Truss Truss Type Qty JPly FJR-ference arhon ith 8 ext garage T9680943 M11392 A4 SPECIAL 1 1 (optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:41 2016 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-H W QOKOBcliIC7nNm W kS_oFf_ZhR9QZn5GJQ8GXySYRG 1-0- 8-6-0 14-9-0 17-0-0 8-0 24-6-8 27-4-7 35-0-0 6-0 -0-0 8-6-0 6-3-0 2-3-0 -0-0 6-6-8 2-9-15 7-7-9 -0-0 Scale:3/16'=1' 4.00 12 5x6= 4x6= 2x3 Ii 6 7 5 4x6 3x6% 4x6 3x4% 8 4 9 2X3% N 3 10 N rn N1 2 13 11 12 ,n = "`l 14 7x8MT18HS= Io O 16 15 4x8= 3x6= 2x3 1 5x8= 3x12= 2.00 F12 8-6-0 14-9-0 18-0-0 24-6-8 35-0-0 8-0-0 6-3-0 3-" 6-6-8 10-5-8 Plate Offsets(XY)-- f2:0-0-10 Edqel f9'0-3-0 Edgel f11:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.78 13 >542 240 MT20 244/190 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 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:172lb FT,=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4SPNo.3 WEBS 1 Row atmidpt 8-14 REACTIONS. (lb/size) 2=1365/0-8-0,11=1333/0-8-0 Max Horz 2=175(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. TOP 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 BOT CHORD 2-16=-1513/2819,15-16=-1513/2819,14-15=991/2102,13-14=2654/5036, 11-13=-2944/5310 WEBS 3-16=01288,3-15_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=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 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 of beanhg surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except 011=1b)2=834, 11=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 MrTEK 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 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 lWiTek' 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,Alexandda.VA 22314. Tampa,FL 33610 i Job Truss Truss Type Cty Ply 71 Carhon th B ext garage T9680944 M11392 AS SPECIAL 16 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:42 2016 Page 1 ID: kfiGCA6bx7j2Sy1 H DXFw7ye3KX-mi_PYMCEW?u3kwyy4RzDLSC5r5nn9$W FVyAhozySYRF T1-0-Q 8-6-0 14-9-0 17-6-0 24-6-8 27-4-7 35-0-0 ff �6-0- 1-0-0 8-6-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 .1-o-0� Scale=1:61.8 i • 4.00 12 5x8 11 2x3 I I 6 5 2x3 11 3x6% 4x6 3x4% 4 7 8 2x3 3 9 i 12 rn in1 2 t0 11 22 7x10 MT18HS= I m O 21 i 6 14 13 3x6= 2x3 11 5x10= 2.00 12 3ic12= 8-6-0 14-9-0 24-6-8 35-0-0 8-6-0 63-0 9-9-8 10-5-8 Plate Offsets(X Y)-- [2:0-0-14 Edge],f8:0-3-0 Edgel (10:0-1-15 Edgel --- LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP! TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.78 12 >540 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(TL) -1.59 12-13 >265 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.43 10 n/a n1a BCDL 10.0 Code FBC2014fFPI2007 (Matrix-M) Weight:159lb FT'=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 31`Except` TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 1-4,8-11:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-9 oc 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 Horz2=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 CHORD 2-14=-1515/2812,13-14=-1515/2812,13-21=-997/2050,21-22=-993/2058, 12-22=-989/2072,10-12=2942/5328 WEBS 3-14=0/256,3-13=704/472,6-13=-235/512,6-12=-1924/3461,7-12=327/336, 9-12=308/278 j 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=1511t;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 fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Bearing-at joint(s)10 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=lb)2=834, 10=815. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MY-7473 rev.1010312DIS 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 Ival building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 6 ffek' 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 Truss systems,seeANSI/TPi1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd: Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 71 Canton ith 8 ext garage T9680945 M11392 ATA COMMON 5 1 Job Reference(optional) . Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:42 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-mi_PYMCEW?u3kwyy4RzDLSCCE5tE97SFVyAhozySYRF r1-0-� 8-4-0 12-11-0 17-6-0 22-1-0 26-8-0 35-0-0 1 36-0-0 01_ 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 I 24 25 2x3 II • 3x6% 5 7 3x6 3x4% 4 8 3x4 Z 3 9 N 1 2 10 11 Id, o — 17 16 15 26 27 74 13 12 0 4x5= 2x3 11 4x6= 3x8= 2x3 I I 4x5= 3x8= 4x6= 8-4-0 12-11-0 22-1-0 26-8-0 35-0-0 8-4-0 4-7-0 9-2-0 4-71 84-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.29 14-15 >999 240 MT20 244/190 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 WB 0.48 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:166lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: WEBS 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) FORCES. (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=-2680/1409,7-8—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.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)100.0lb 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 Ot=lb)2=775, 10=775. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1­7473 rev.1010312015 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 Inks 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/TPII Quality Crlfetla,DSB-89 and BCSI Building Component 6904 Parke East Blvd; Safety Information avaliable 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 ith 8 ext garage T9680946 M11392 B j COMMON 2 1 Job Reference(optional) .Chambers Truss. Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:43 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-EvYnliCsHJOvM4X8e9USugkOrVGs6ZIOkcvFLPySYRE 1 0 Q 8-3-5 14-0-0 17-6-0 21-0-0 26-8-11 35-0-0 1 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� i Scale=1:60.8 ' 4.00 FIT 3x6= 6 2x3 II 2x3 II 5 7 3x6% 3x6 3x4 4 8 3x4 C 3 9 N1 2 10it ,n n 1m d o — 17 16 15 14 13 12 = 2x3 I 3x6= 3x4= 3x4= 3x6= 2x3 11 3x4 3x4 = 83-5 14-0-0 21-0-0 26-8-11 35-" 1 63-5 543-11 7-0-0 5-8-11 8-3-5 Plate Offsets(X Y)-- f6:0-3-0 Edge] i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP: TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.11 14-15 >768 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -0.18 12-23 >938 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP N0.3 REACTIONS. All bearings 0-8-0. (lb)- Max Horz2=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 ib 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=-262/771,16-17=-262/771,15-16=262l771,13-14=262/751,12-13—262/751, 10-12=-262/751 WEBS 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; Exp C;Encl.,GCpi=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. 1 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 385 lb uplift at joint 2,440 lb uplift at joint 15 ,440 lb 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. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors:This design Is based only upon parameters shown,and Is for an Individual 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 p� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing -IME01T 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,Mexandda.VA 22314. Tampa,FL 33610 � I •Job Truss T..1T11 ype Qty Ply 71 Carhon fth 8 ext garage T9680947 M11392 BHA HIP 1 1 Job Reference(optional) • Chambers Truss, Fort Pierce,FL 1 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:44 2016 Page 1 ID: kfiGCA6bx7j2SyI H DXFw7ye3KX-i569z2DU 1 d8m_E5LBs?hQtHVcuYtd?nYyGfotrySYRD 15-6-0 21-6-0 1-0- 7-0-0 9-6-0 ti-EO 13-6-01 - 0 17-6-0 19-6-0 21-0-0 23-6-0 25-6-0 28-0.0 350.0 36-0- 1-0-0 2-6-0 2-0.0 2-0-0 6- 1-6-0 2-0-0 2-0.0 1-6-00-6- 2-0-0 2-0-0 2-6-0 7-0.0 1-0-0 THIS COMPONENT IS TO BE USED IN TOP CHORD MUST BE BRACED BY END JACKS, CONJUNCTION WITH A RIGID DIAPHRAGM. ROOF DIAPHRAGM,OR PROPERLY CONNECTED THIS DIAPHRAGM MUST BE CAPABLE OF PURLINS AS SPECIFIED. 4.00 12 4x4= TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. 12 57 15 58 17 56 59 3x6 55 9 20 � 54g 60 22 3x6 2�1 5x12%53 4 6 x6= 3x4 _ 26 5x12 3 11 76 19 1 23 Q27 - 63 14 52 28 29 CS 121 2 I� CS o t`'1 O ffd 35 42 43 34 44 45 46 47 48 32 49 31 50 51 o 30 3x6= 6x8= 6x8= 3x6= 3x4= 3x4= 7-0-0 14-0-0 21-0-0 28-" 35-" 7-0-0 7-0-0 7-0-0 7-0-0 Plate Offsets(X Y)-- f32:0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP. TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 35-38 >999 240 MT20 244/1.90 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.18 33-35 >953 180 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.04 28 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:208lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 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. (lb)- 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=1441/984,3-53=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 3-3 5=-1 681626,27-30=0/430,3-33=-1994/1462,11-33=-815l786,19-32=-777/748, f 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.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 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 miss 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 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. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek(@ connectors.This design Is based only upon parameters shown,and Is for an individual building component not a Truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent braving -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 Job Truss Truss Type Qty Ply 71 Carlton ith 8 ext garage T96e0947 M11392 BHA BOSTON HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:44 2016 Page 2 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-i569z2DUid8m_E5LBs?hQtHVcuYtd?nYyGfotrySYRD NOTES- 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)265 Ib down and 381 Ib up at 7-0-0,158 Ib down and 206 Ib up at 9-0-12, 158 Ib down and 206 Ib up at 11-0-12,158 Ib down and 206 Ib up at 13-0-12,158 Ib down and 206 Ib up at 15-0-12,158 Ib down and 206 Ib up at 17-0-12,158 Ib down and 206 Ib up at 17-11-4,158 Ib down and 206 Ib up at 19-11-4,158 Ib down and 206 Ib up at 21-11-4,158 Ib down and 206 Ib up at 23-11-4,and 1581b down and 206 Ib up at 25-11-4,and 158 Ib down and 206 Ib up at 27-11-4 on top chord,and 373 Ib down and 236 Ib up at 7-0-0,69 Ib down at 9-0-12,69 Ib down at 11-0-12,69 Ib down at 13-0-12, 69 Ib down at 15-0-12,69 Ib down at 17-0-12,691b down at 17-11-4,69 Ib down at 19-11-4,69 Ib down at 21-11-4,69 Ib down at 23-11-4,and 69 Ib down at 25-11-4,and 69 Ib down at 27-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:36-39=-20,1-3=-54,3-15=-54,15-27=54,27-29=-54 Concentrated 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(17)49=-23(F)50=23(F)51=-23(F)52—169(F)53=-118(F) 54=-118(F)55=-118(F)56=118(F)57=-118(F)58=-118(F)59=-118(F)60=-118(F)61=118(F)62=-118(F)63—118(F) I i . I I I o� ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.10/012015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall r 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 •Job Truss Truss Type Qty Ply 71 CarHon th 8 eM garage T9660948 Ml1392 GRA HIP 1 1 I Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:45 2016 Page 1 I D:_kf iGCA6bx7j2Syl HDXFw7ye3KX-AH gXAOE6owGdbOgXIZWwz5gaflsOMM3hBwOMP IySYRC r1 0 Q 7-0-0 14-11-0 21-5-2 28-" 35-0-0 36-0-Q il0-0 7-0-0 7-11-0 6-6.2 6-6-14 7-0-0 1-0-0 Scale=1:61.8 4.00 ri2 5x8 2x3 II 3x6= 3x6= 4x8= 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 N_ r4. N, N1 2 g g iN O O 15 33 34 14 35 6x10__ 36 37 38 1239 11 40 41 10 3x4= 2x3 I I 3x6= 3x4=4x6= 2x3 I I 3x5= 7-0-0 14-11-0 21-5-2 28-" 35-0-0 7-0-0 7-11-0 6-6-2 6-6-14 7-0-0 Plate Offsets(X Y)-- f3:0-5-4 0-2-81 (7:0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Vd 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 BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Weight:153 lb FT-20% 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 Horz 2=78(LC 7) Max Upiift2=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, 1 2-3 8=-1 1 0711 92 0,12-39=-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=-848/795,6-13—3446/2082,6-12=-87/648, 7-12=835/507,7-10=-177/660 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=1511;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)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 516 lb uplift at joint 2,1909 lb uplift at joint 13 and 799 lb uplift at joint S. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. LING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev 1010312015 BEFORE USE. lld for use only with MITekO connectors.This design Is based only upon parameters shown,and Is for an Individual building component.not tem.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall �y�•esign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing ' ffek• required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the6904 Parke East BNdi n,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component Tampa.rk Eastormation available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. I i Job Truss Truss Type Qty Ply 71 Carlton ith 6 ext garage T9660948 M11392 GRA HIP 1 1 Job Reference(optional) . Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:45 2016 Page 2 1 D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-AHgXAO E6owGdbOgXIZWwz5gaf IsOMM3hBwOMP IySYRC NOTES- i 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 lb up at 9-0-12,90 lb down and 155 lb 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 lb up at 17-0-12,90 lb down and 155 lb up at 17-11-4,90 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 lb up at 23-11-4,and 90 lb down and 155 lb up at 25-11-4,and 203 lb down and 329 lb up at 28-0-0 on top chord,and 452 lb down and 263 lb up at 7-0-0,63 lb down and 3 lb up at 9-0-12,63 lb down and 3 lb up at 11-0-12,63 lb down and 3 lb up at 13-0-12,63 lb down and 3 lb up at 15-0-12,63 lb down and 3 lb up at 17-0-12,63 lb down and 3 lb 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 3 lb up at 23-11-4,and 63 lb down and 3 lb up at 25-11-4,and 452 lb down and 263lb up at 27-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)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:1-3=-54,3-7=-54,7-9=-54,16-19—20 Concentrated Loads(lb) Vert:3=-147(B)7=-147(B)15=-452(B)13=-40(B)4=-90(B)10=-452(B)22=-90(6)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(13)39=-40(B)40=40(B)41=-40(B) i i i ®WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors!Thfs 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 W iTeW 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 Job Truss Truss Type Qty Ply 71 Carlton ith 8 exi garage i T9680949 M11392 J1 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:46 2016 Page 1 i ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMyLiMY52_gQa8vxkySYRB -1-0-0 1-0-0 1-0-0 1-0-0 Scale=1:6.2 3 4.00 12 2 `7 1 4 3x4= 1-0-0 _ 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 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(fL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rVa BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:5lb FT;=0 LUMBER- BRACING- TOP CHORD 2x4 SP N0.3 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 HorZ 2=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) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=151t;13=70ft;L=35ft;eave=6ft;Cat.ll; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 5 lb uplift at joint 3,127 lb uplift at joint 2 and 2 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11.7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITek@ connectors!.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall 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/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 1 Job Truss Truss Type Qty Ply 71 Canton ilh 8 ext garage T9660950 M11392 J3 I MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Fort Pierce,FL ! 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:46 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMyLiLK52_gQaBvxkySYRB 3-0-0 1-0-0 3-0-0 Scale=1:9.6 3 i 4.00 12 2 1 4 I 3x4= I 3-0-0 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 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(fL) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:11lb FT,=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=58/Mechanical,2=184/0-8-0,4=31/Mechanical Max Horz2=85(LC 8) Max Upljft3—53(LC 8),2=-149(LC 8),4=-3(LC 8) Max Grav3=58(LC 1),2=184(LC 1),4=44(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. i 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.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 five 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. j 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 i I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE �• Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a Truss system.Before use,the building destgner 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 Welk' 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 71 Carhon ith 8 ern garage T9680951 M11392 JS MONO TRUSS B 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:,46 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMuPiIJ52_gQa8vxkySYRB 5-0-0 1-o-0 5-0-0 Scale=1:12.9 3 4.00 12 I i I 2 uj `I 1 cj 4 • I 3x4= 5-0-0 5-M LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:17 lb FT=0% LUMBER- 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. I REACTIONS. (lb/size) 3=100/Mechanical,2=274/0-8-0,4=47/Mechanical Max Horz 2=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) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=1511;13=70fh L=35ft;eave=6ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 j 2)This truss has been designed for a 10.0 psf bottom chord jive 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. 6)"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 MtTEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use oNy 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�T building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing I V 6�I�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 Truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Jab Truss Truss Type Qty Ply 71 Carlton Ah 8 ext garage i T9680952 M11392 J7 MONO TRUSS 24 1 Job Reference(optional) y Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39 47 2016 Pagel ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-6golb4FNKYWLrigvt_Z02Wv5t6Zs VE_fEtSUAySYRA -1-0-0 7-0-0 J 1-0-0 7-M Scale=1:16.5 ' 3 I 4.00 12 I i i i i 2 4 3x4= 7-0-0 -- 7-M i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 4-7 >999 240 MT20 244/1910 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(rL) -0.16 4-7 >520 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:23lb 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 or;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) j FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;VUIt=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;13=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 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 . i I I 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 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 Iva building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for 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,seeANSUTPi1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type city Ply 71 Carlton ith B ext garage T9680963 M11392 KJ7 MONO TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:17 2016 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6golb4FNKYW Lrigvt_ZO2Wv656fCgSk_fEtSUAySYRA -1-5-0 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 , iI 2 1 cell 7 6 2x3 11 5 3x4= 3x4= - 6-8-12 9-10-1 6-8-12 3-1-5 I LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl 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 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.07 7-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:38lb FTi=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 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 WEBS 3-7=0/285,3-6=-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; 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 133 lb uplift at joint 4,266 lb uplift at joint 2 and 232 Ib 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+Eloof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54 Trapezoidal Loads(pit) Vert:2=0(F=27,B=27)-to-4=-133(F=-39,B=-39),8=0(F=10,B=10)-to-5=-49(F=-15,B=-15) ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK 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 overall r vent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing building tleslgn. Bracing Indicated is tope g ! r po M1Tek ' 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 Symbols Numbering System A General Safety Motes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown In ft-in-sixteenths Failure to Follow Could Cause Property /a ��- (Drawings notoo scale)____ Damage-e-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 SCSI, t c1-2 a2-3 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 0 VWXEBSoar may require bracing,or alternative Tor I O3 p bracing should be considered. CL = a O 3. Never exceed the design loading shown and never U s�pp = stack materials on inadequately braced trusses. a U 4. Provide copies of this truss design to the building For 4 x 2 Orientation,locate C7-e �� c5v 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 19go 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 width measured perpendicular ESR-131 1, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to 4 x 4 to slots,Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. -the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown, 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated, Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing th 10 is spacing, 9 Y or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. -- 15.Connections not shown are the responsibility of others. - indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek@ All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17,Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 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 Nil DSB-89: Design Standard for Bracing. is not sufficient. , BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, iffeke ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015