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HomeMy WebLinkAboutMisc Letters Lumber design Jues'are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTeko RE: M11392 -71 Carlton ith 8 ext garage MiTek USA, Inc. j 6904 Parke East Blvd. Site Information: Tam a�FL 336i0 4115 Customer Info: Wynne Dev Corp Project Name: M11392 Model: 70 Carlton 3 Bedroor>�i Rear 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-lauilding. 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 HeighIl 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. �N-o. I Seal# I Truss Name I Date 11 IT9680939 I A 10/17/16 L2_ _1T9680940 I Al 10/17/16] 3 I T9680941 J A2 1 10/17/161 4 I T9680942 J A3 10/17/16 5 I T9680943 J A4 10/17/16 1 6 T9680944 A5 10/17/16 1 7 ATA 10/17/16 � 1 18 I T9680946 I B 1 10/17/16 9 T9680947 BHA 10/17/16 1 , 10 T9680948 GRA 1 10/17/16 I `� a`1 111 IT9680949 J1 1 10/17/16 �i �12 T9680950 J J3 1 10/17/16 1 13 IT968095,1 J5 10/17/16 14 I T9680952 J7 10/17/16 15 I T9680953 1 KJ7 1 10/17/16 I The truss drawing(s)referenced above have been prepared by MiTek ee�,'�QVIN USA,Inc.under my direct supervision based on the parameters ooeo SOP•G E N•• �F?oo' provided by Chambers Truss. 40 SF•. o,, 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 e • p g :� STATE OF �✓� that the engineer named is licensed in the jurisdiction(s)identified and that the >C) - (V designs comply with ANSI/TPI 1. These designs are based upon parameters �,®T�.�� O R, P:N=®o� • shown(e.g.,loads,supports,dimensions,shapes and design codes),which were oo tS o0 filereferen MiTek. ce purpose only,anect d was not takenecific information into account nt in the preparation ofed is for MiTek's customers 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 Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2.. 6904Parke East Blvd.Tampa FL33610 Date: i October 17,2016 I Velez,Joaquin 1 of 1 I Job Truss Truss Type • Qty Ply 71 Carlton ilh 8 ext garage T9680939 M11362 A HIP 1 1 Job Reference(optional) 9 ambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:38 2016 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-txlui?BjSnNdGJ eBrbuHBdi URUSBDMzfaLBUfCySYRJ r1-0-0 6-10-14 14-11-0 20-2-13 26-0-0 28-1-2 35-0-0 36-0-0 1-0-o 6-10-14 5-11-0 5-3-13 5-93 2-1-2 6-10-14 1-0-0 Scale=1:61.9 i I i i 4x8= 2x3 II 3x6= 2x3 II 4x8= 4.00 12 2x3 2x3\\ 4 24 5 6 7 25 8 9 3 - - N_ C� co 01 2 10 11 N I6 0b2i Z:::: 6 17 16 15 14 13 12 3x4= 3x4 3x4= 3x4= 3x5= � 3x6= 4x6= 3x6= 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-" Plate Offsets(X Y)-- f2'0-2-8 Edge] f4:0-5-4 0-2-0] [8:0-5-4 0-2-0] f100-1-6 Edge] LO/.DING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud 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 BCIIL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.11 10 n/a n/a BC L 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:152 lb FT=20 LUMBER- BRACING- TOO, 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1 01 510-8-0,15=575/0-8-0,10=1108/0-8-0 Max Horz2=97(LC 7) Max Uplif12-631(LC 8),15=333(LC 8),10=-685(LC 8) Max Grav2=1 01 5(LC 1),15=596(LC 17),10=1114(LC 18) FOR, (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TO 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=-1 062/1941,16-17=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=-3021283,4-17=-112/324,4-15=292/681,5-15=-498/392,8-12=-142/358 1 NU ES- 1)Ynbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=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)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(jt=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. f ®iWARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 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. Solety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i Job i Truss Truss Type ° Qty Ply 71 Carlton eh 8 ext garage � T9680940 M11392 Al SPECIAL 1 1 Job Reference(optional) Cambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTsk Industries,Inc. Mon Oct 17 10:39:39 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-L7JGwL9MD4VUtTDNPJQWjgae1 um7yhBop?xi BeySYRI 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 8-6-0 2-6-0 3-9-0 4-11-14 4-3-2 3-4-7 7-7-9 -0-0 I Scale=1:62.9 I Sx6= 2x3 I I 3x4= 5x6= 4.00 I1,1 p 2x3\\ 4 20 5 6 21 7 2x3= 3 8 N co11 10 N ar 6 7x8 MT18HS= 9 2 Iola 0 13 12 3x8= 3x5= 5x8 MT18HS= 3x12= 2.00 12 I 10-0-0 14-&0 24-6-8 35-0-0 10-0-0 4-9-0 9-9-8 10-5-8 Plate Offsets(XY)-- f2'0-0-2 Edgel [9'0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d 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 BCD[ 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:155lb FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP M 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. WEB IS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0,9=1332/0-8-0 Max Horz 2=-1 17(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 iCHORD 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 iCHORD' 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 1)Unbalanced 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)Alll 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 ANSUTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=834, 9-615. 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 MITEK REFERANCE PAGE MU-7473 rev.1010312015 BEFORE USE. *�*R Design valid for use only with MITek0 connectors.This design Is based only upon parameters shown.and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 '° iTek" is always required for stability and to prevent collapse with possble personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and 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 rob Truss Truss Type Qty P7job Carlton hh 8 ext garage T9680941 2 A2 SPECIAL 1 9 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_OdLVdoZyO)dG17naH5jh7Jy2fhbk4ySYRH 1-0- B-6-0 13-0-0 14-9-0 22-0-0 27-4-7 35-0-0 6-0- -0-0 B-6-0 4-6-0 1-9-0 7-3-0 5-4-7 7-7-9 -0-0 Scale=1:62.9 i 5x6= 3x4= 5x6= 4.00 FIT 4 20 5 21 6 2x3\\ 2x3 3 7 r; v B 1 10 W i � a 7x8MT18HS= Icy 3x4= o � 13 12 3x4= 5x8= 3x12= 4x5= 2.00 12 I 10-0-0 14-9-0 22-" 24-6-8 35-0-0 10-0-0 4-9-0 7-" 2-6-8 10-5-8 Plate Offsets(X Y)-- j2:0-2-14 Edgel f8:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TC EL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >600 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.14 10-19 >369 180 MT18HS 2441190 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:160 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-10 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 REACTIONS. (lb/size) 2=1366/0-8-0,8=1332/0-8-0 Max Harz 2=136(LC 7) Max Uplif12=-834(LC 8),8=-816(LC 8) FOPCES. (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=-1 706/3355, 8-10=-3001/5355 WEBS 3-13=346/350,4-13=308/539,4-12=296/568,5-12=767/515,5-11=418/924, 6-11=-392/253,6-10—1159/2216,7-10=-495/499 NOTES- 1)1 nbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=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)1 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 bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=ib)2=834, 8=816. 9)'ISemi-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 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 file 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 `I Ve01P.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.seeANSUTPII 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 1 Job I Truss Truss Type �QIYF�IY71 Carlton eh�(Mtiona�l) M17392 A3 SPECIAL ob Referen Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 11 10:39:40 2016 Page 1 • ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-pKse7gA_OdLVdoZyOxIG17poH5sh9Ey2fhbk4ySYRH 1-0- 8-6-0 15-0-0 20-0-D 24-6-8 27-4-7 35-0-0 6-0- -0-0 8-fi-0 6-6-0 5-01 4-6-8 2-9-15 7-7-9 -0-0 Scale:3116°=1' = 4.00 12 5x6 4x4= 5 6 3x4 E 46 3x6% 7 Sx6 3 4 8 N M 11 m N1 2 9 10N r cal 12 7x8 MT18HS= Ica O 14 13 3x10= 3x6= 2x3 II 5x6= 3xl2= 2.00 12 I I 8-6-0 14-9-0 20-0-0 24-6-8 35-" 8-6-0 6-3-0 5-31 - 4-6-8 10-5-8 Fla a Offsets(X,Y)-- (2:0-0-14 Edgel (8.0-3-0 0-3-01 f9:0-1-15 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdetl Ud PLATES GRIP TC LIL 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 FBC2014(TPI2007 (Matrix-M) Weight:160 lb FT=20% LUMBER- BRACING- TO,P CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc puriins. BOr CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WE BS 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) FOgCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TO 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 W BS 4-14=0/283,4-13=-746/496,5-12=-282/657,6-12285/598,7-12=2676/14119, 7-11=-956/1895,8-11=-377/352 NOTES- 1)tl nbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCD L=3.Opsf;h=15ft;B=70ft;L=35ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3) 1Provide 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)1 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except at=lb)2=834, K816. 9)'ISemi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M➢-7473 rev.10/03/2015 BEFORE USE sign valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a buss 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 Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the to x1calion,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 i rob Truss Truss Type Qty, Ply 71 Carlton ilh a ext garage T9680943 3 I2 A4 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:41 2016 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-H W QOKOBclilC7nNm W kS_oFf_ZhR9QZn5GJQBGXySYRG 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 Sf>-0 6-3-0 2-3-0 -0-0 6-6-8 2-9-15 7-7-9 -0-0 Scale:3116°=1' i 4.00 12 5x6= 4x6= 2x3 I I 6 7 5 4x6 C 3x6% 4x6 3x4% 8 4 9 2x3 3 10 N N m N1 2 73 11 12,^ r 14 7x8 MT18HS= Io5 o - o 16 15 4x8 3x6= 2x3 II 5x8= 3x12 2.00 12 I 8-6-0 14-9-0 18-0-0 24-6-8 35-0_0_ 8-6-0 6-3-o f 3-3-0 6-6-8 10-5-8 Plate Offsets(X Y)-- f2:0-0-10 Edqe) j9:0-3-0 Edqel f11:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TC LIL 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 rda BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:172lb FT=20% LUMBER- BRACING- TOI?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. WEIBS 2x4 SP No.3 WEBS 1 Row at midpt 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, I 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=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 NU ES- 1) nbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35111;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 ondin . ) i 9 9 P P 9 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)'1 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 bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=834, 11=815. 9)'1Semi-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 Mg-7473 rev.1010312015 BEFORE USE. R Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicabbity of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 I i Job ( Truss Truss Type �����j 1 Carhon ith 8 ext garage T9680944 M11342 A5 SPECIAL ob 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?u3kwyy4RzDLSC5r5nn95W FVyAhozySYRF 1-0- 8-6-0 14-9-0 17-6-0 2_4 6-8 27-4-7 35-0-0 6-0- -0-o Sf-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 1-0-0 Scale=1:61.8 i I 4.00 12 5x8 2x3 II 6 5 2x3 II 3x6% 4x6 3x4 7 4 _ 8 2x3 3 9 12 Irn u�1 2 10 11 Nln 22 7x10 MT18HS= Ioi 14 13 2x3 5x10= 3x12 3x6= 2.00 12 8-6-0 14-9-0 24-6-8 35-0-0 8-6-0 6-" 9-9-8 10-5-8 Plate Offsets(X Y)-- (2:0-0-14 Edge) (8:0-3-0 Edge) (10:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CST. DEFL. in (loc) Well Ud PLATES GRIP TC LIL 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 FBC2014/TPI2007 (Matrix-M) Weight:159 lb FT=20 LUMBER- BRACING- TO 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TO 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 BOi 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 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vu1t=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.OpsF h=15ft;B=70f;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)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)`I 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity df 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)"Semi-rigld pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M➢-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 tnlss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall T building design. &acing Indicated Is to prevent buckling of Individual imss we and/or chord members only.Addiflonal temporary and permanent bracing -�OT�k' is always required for stability and to prevent collapse with possible personal iniury and property damage. for general guidance regarding the fabrication,storage,delivery,erecfion and bracing of Trusses and truss systems,seeANSI/TPII fluality Criteria,DSB-89 and BC51 Bufiding Component 6904 Parke East Blvd. Salety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312 Alexandria.VA 22314. Tampa,FL 33610 "Job i Truss Truss Type Qty Ply 71 CerNon Nh B ext garage T9680945 M113 2 ATA COMMON 5 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MITek Industries,Inc.Mon Oct 17 10:39:42 2016 Peg.1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-mi_PYMCEW?u3kwyy4RzDLSCCE5tE97SFVyAhozySYRF j1-0 Q 8-4-0 12-11-0 17-6-0 22-1-0 i 26-8-0 35-0-0 36-0-0 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 I 4.00 12 4x4= 6 2x3 I 24 25 2x3 II 3x6% 5 7 3x6 3x4 4 8 3x4 3 9 i n 1 2 10 11 Io 16 26 27 13 17 15 14 12 4x5= 2x3 11 46= 3x8= 2x3 I I 4x5= 3x8= 4x6= I B-4-0 12-11-0 22-1-0 26-8-0 35-0-0 8-4-0 4-7-0 9-2-0 4-7-0 8-4-0 LO DING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Lid PLATES GRIP TCtI 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 BC(L 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014lrPf2007 (Matrix-M) Weight:166 lb FT=0 i LUMBER- BRACING- TOp CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc puffins. BOIT 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. REI CTIONS. (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=-1366/2936,12-131366/2936, 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.il; 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)f 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)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I • I i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek8 connectors.This deslgn Is based only upon parameters shown,and Is for an Individual building component,not a�lruss system.Before use.lhe bullding designer must verify the appllcabtllty of design parameters and properly incorporate this design Info the overall �y�y• o' building design. &acing IndlcaTed Is To prevent buckling of Individual truss web and/or chord members only.Addltlonaf Temporary and permanent bracing -IYi�1�E1• Is always required for stability and to prevent collapse wlih possible personal Injury and property damage. For general guidance regarding the tabrlcaTlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Crltwia,DSB-89 and BCS,Building Component 6904 Parke East BNd. Safety Information available from Truss Plate I.s'ltute,218 N.Lee street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qly Ply 71 Carhon fth 8 ext garage T9680946 M113 2 B COMMON 2 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 1 g 2016 MiTek Industries,Inc. Mon Oct 17 10:3g 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-EvYnliCsHJOvM4XBegUSugkOrVGsuZlOkcvFLPySYRE 1 0 Q 8 3 5 14-0-0 17-6-0 21-0-0 26-8-11 35-0-0 '6-0-0 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 i 4.00 12 3x6= 6 2x3 2x3 I 7 3x6% 5 3x6 3x4 4 8 3x4 3 9 10 11 .1 2 1� o 17 16 15 14 t3 12 2x3 11 3x6= 3x4= 3x4 3x6= 2x3 11 3x4= 3x4= 8-3-5 1411 21-0-0 26-8-11 35-0-0 8-3-5 5-8-11 7-6 0 5-8-11 8-3-5 Pla Ie Offsets(X Y)-- (6:0-3-0 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLI L 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.11 14-15 >768 240 MT20 2441190 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 FBC2014/TP12007 (Matrix-M) Weight:149lb FT=20% i 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. 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 lb or less at joint(s)except 2=625(LC 1),15=822(LC 13),14=817(LC 14),10=625(LC 1) 11-09CES. (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=-262/771,13-14=-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 1 NO ES- 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=51t;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. 4) 1 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 T11 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 ,I440 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 Mll-7473 rev.1010 312 0 1 5 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 Iva 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¢Iways 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 7Qty PIT71Carhon ith 6 ext garageJob Truss Truss TypeYT9680947M112BHA BOSTON HIP ference o tie Chambers Truss, Fort Pierce,FL I--s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:44 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-i569z2DU1 d8m_E5LBs?hQtHVcuYtd?nYyGfotrySYRD 15-6-0 21-6-0 1-0. 7-0-0 9-6-0 11-6-0 13-6-0 1 -0 0 17-6-0 19-6-0 21-M 23-6-0 25-6-0 2&0.0 35-0-0 3&0. 1-0-0 7-0-0 2-6-0 2-0-0 2-D-0 -6- 1-6-0 2-0-0 2-0-0 1-6-00-6- 2-0-0 2-0-0 2-6-D 7-0-0 1-0-0 Scale:3/16°=l' THIS COMPONENT IS TO BE USED IN TOP CHORD MUST BE BRACED BY END JACKS, CONJUNCTION WITH A RIGID DIAPHRAGM. _ THIS DIAPHRAGM MUST BE CAPABLE OF ROOF DIAPHRAGM,OR PROPERLY CONNECTED 4.00 12 4x G4— TRANSFERRING ROOF LOADS TO THE GROUND PURLINS AS SPECIFIED. WITH NEGLIGIBLE LATERAL DEFLECTIONS. 12 57 15 58 17 56 59 3x6%548 60 22 55 9 _ 20 3x6 C 5x12%53 4 6 x6= 3x4 2411 26 5x12 3 11 16 19 1 23 @Q/ 63 i 14 52 28 29 c6 N1 2 Ich O 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 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 7-" Place Offsets(X Y)-- (32.0-3-8 0-3-01 LOdDING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC LIL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 35-38 >999 240 MT20 244/190 TCgL 7.0 Lumber DO 1.25 BC 0.54 Vert(fL) -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 BCbL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:208 lb FT=0% LU BER- BRACING- TO�CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 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 B Max Grav All reactions 250 lb or less at joint(s)except 2=833(LC 17),33=1803(LC 1),32=151O(LC 1),28=646(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-52=1607/1042,3-52=-1441/984,3-53—1081258,27-63=-906/619,28-63=1056/658, 3-5=439/531,5-7=43W524,7-1 O 433/524,10-11=-433/524,11-13=-4331524, 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=-386/402,46-47386/402,47-48=-386/402, 32-48=-386/402,32-49=-525/923,31-49—5251923,31-50=-525/923,50-51=-525/923, 30-51=525/923,28-30=-514/952 WEBS 3-35—1681626,27-30=0/430,3-33=199411462,11-33=-815l786,19-32=-777/748, 27-32=-1400/992,9-10465/455,20-21=-464/455 NO ES- 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)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)`I This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 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 MfTEK REFERANCE PAGE Mll-7473 rev.10103MIS BEFORE USE. � Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall p�� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 'I V iTeW Is¢Iways required for stability and 1.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. Solely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply FJobReoterence Rh 8 ext garage T9680947 M1139I2 BHA BOSTON HIP 1 1 � (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-i56gz2DU1 d8m_E5LBs?hQtHVcuYtd?nYyGfotrySYRD NOTES -0-0,158 lb down and 206 lb up at 9 0-12, 10) , ger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)265 lb down and 381 lb up at 7 158 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 17-11-4,158lb down and 206 lb up at 19-11-4,158lb down and 206 lb up at 21-11-4,158 lb down and 206 lb up at 23-11-4,and 15B 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 236 lb 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 lb 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 lb 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(13). LOp D 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(F)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=-11B(F) 4 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-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,no, a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate fills design Into the overall buldding design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing -ItlA�-l�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/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke Eas7BIM. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 ,I Job Truss Truss Type Oty Ply ��ge, T9680948 M113 2 GRA HIP 1 1 na 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:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-AH gXAOE6owGdbOgXIZWwz5gaflsOMM3hBwOMP IySYRC 1-0- 7-0-0 14-11-0 21-5-2 r 28-0-0 35-0-0 6-0- -0-0 7-0-0 7-11-0 6-6-2 6-6-14 7-0-0 1-0-o Scale=1:61.8 4.00 12 5x8 2x3 II, 3x6= 3x6= 4x8— 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 N rr $ 9 N N '01 2 (r - p 10 0 15 33 34 14—35 6x10= 36 37 38 1239 11 40 41 2x3 11 3x4= 2x3 11 3x6— 3x4=4x6= 3x5= I 7-0-0 14-11-0 21-5-2 28-0-0 35-0-0 7-0-0 7-11-0 6-6-2 6-6-14 711 Plal a Offsets(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) Vdefl Ltd PLATES GRIP TCLI L 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(fL) -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:153lb FT=20% LUMBER- BRACING- TO F CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc puffins. BO CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-11-6 oc bracing. W BS 2x4 SP No.3*Except` WEBS 1 Row at midpt 3-13,6-13 4-13:2x6 SP No.2 RE CTIONS. (Ib/size) 2=774/0-8-0,13=3177/0-8-0,8=1246/0-8-0 Max Horz 2=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=-1107/1920,12-391524/2706,11-39=1524/2706,11-40=-1524/2706, 40-41=1524/2706,10-41=-1524/2706,8-1 0=-1 513/2668 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)tl nbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=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)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)1 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 8. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. fJesign valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component not �® a runs system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall b ilding 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 Lo-b � russ cuss Type Qty Ply 71 Carlton Jib 8 ern garage T9680948 2 GRA HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:45 2016 Page 2 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-AHgXAOE6owGdbOgXlzwwz5gafisOMM3hBwOMPiySYRC 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 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 lb 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 ib 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 alb up at 17-11-4,63 lb down and 3 1b up at 19-11-4,63!b down and 3 Ib 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)Irj the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LO/}D 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 Qb) Vert:3=-147 tB)7=-147(B)15=-452(13)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(S)31=-90(B)32=-90(B) 33=-40(B)34=-40(9)35=40(B)36=-40(B)37=40(B)38=-40(B)39=-40(B)40=-40(B)41--40(B) ®I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEKRFFEAANCB PAGE M11-7073 rev.1010312015 BEFORE USE. Design valid for use oNy with MITekral 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��T building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 1Y6I'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 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 Carhon Rh 8 ext garage T9680949 M113 2 it 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 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMyLiMY52_gQa8vxkySYRB -1-0-0 1-0-0 1-0-0 1-0-0 Scale=1:6.2 3 4.00 12 2 1 4 I I 3x4= 1-0-0 I 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCIIL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCOL 7.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BC ILL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:5 lb FT=0% i LUMBER- BRACING- TOO CHORD 2x4 SP NO.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BO 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) 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;1--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 20.0psf 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)laefer 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)"5emi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 4 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 MITek8 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 bilding design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing ffek' 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. S;1ty 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 ith 8 ext garage T9660950 M113 I2 J3 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 i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMyLiLK52_gQaBvxkySYRB -1-0-0 3-0-0 1-0-0 3-0-0 Scale=1:9.6 3 i 4.00 F12 2 , 1 4 3x4= 3-0-0 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC LIL 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 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:11lb FT=0 LUMBER- BRACING- TOF CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. B7 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 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) FORCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NU ES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;13=701t;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)J This truss has been designed fora 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) rovide mechanical connection(by others)of truss to bearing plate capable of withstanding 53 lb uplift at joint 3,149 lb uplift at joint 2 nd B lb uplift at joint 4. 6)' emi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 312015 RE USE. ®WARNING-forerity design use only with MiTek®connectors.This design I based eters and READ NOTES ON THIS AND onlyy upon parameters shown.PAGE 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(1lways 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 i ' Job Truss Truss Type 71altyPly ]-71Carhon ilh 8 ext garage T9680951 M11392 J5 MONO TRUSS 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-eTEvOkFIZEOUDYFjJH29VIMuPilJ52_gOa8vxkySYRB -1-0.0 5-0-0 100 5-00 j Scale=1:12.9 3 I 4.00 F12 2 1 4 3x4= 5-0-0 5-0-0 LO DING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefi 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(fL) 0.00 2 n/a n/a BCpL 10.0 Code FBC2014lfP12007 (Matrix-M) Weight:17lb FT=0 I LUII 113ER- BRACING- TOr CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BO CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanical,2=274/0-8-0,4=47/Mechanical Max Harz 2=123(LC 8) Max Uplift3=-96(LC 8),2-1 94(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. NO7ES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;13=7011;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)1 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. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.10/03/2015 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 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 p(ways required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,dellvery,erection and bracing of trusses and truss systems,seeANSi/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Scifefy Information available from Truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i �ob 1 Truss Truss Type city Ply 71 Carbon ith B ext garage T9680952 1392 J7 MONO TRUSS 24 1 Job Reference o tional cambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:47 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-6golb4FNKYWLrigvt_Z02Wv5t6ZsgVE_fEtSUAySYRA -1-o-o 7-0-0 1-0-0 7-0-0 i Scale=1:16.5 3 i I 4.00 12 2 I � 1 4 3x4= 7-0-0 7-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC EL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 4-7 >999 246 MT20 244/190 TCDL 7.0 Lumber DOL 1.25, BC 0.58 Vert(TL) -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 FBC2014lfP12007 (Matrix-M) Weight:23 lb FT=0% LUI�16ER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 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) FOICES. (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=701t;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)1 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. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MlTekO 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 �A T b ilding design. possible Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing .,.Itll�l�k• Is (ways required for stability and to prevent collapse with posse personal Injury and property damage. For general guidance regarding the fa rlcatlon,storage,delivery,erection and bracing of trusses and truss systerns,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 Sheet,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 1 Job Truss TIlulss, Type oty Ply 71 Carhon hh 8 ext garage T9680953 M11392 KJ7 TRUSS 4 1 Job Reference(optional) Cambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:47 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-6golb4FNKYWLrigvt_Z02Wv656fCgSk_fEtSUAySYRA 6-8-12 9-10-1 1-5-0 6-8-12 3.1.5 Scale=1:21.1 4 2.83 12 3x4 3- 2 1 7 6 ' = 2x3 3x4 5 3x4= 6-8-12 9-10-1 6-8-12 3-1-5 LOADING(psf) SPACING- 2-0-0 CSI. 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 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.07 7-10 >999 180 BOLL 0.0 Rep Stress Incr NO WB 0.22 HOrz(fL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:38 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BO7 CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 RE ACTIONS. (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=469l746 WEBS 3-7=0/285,3-6=-860/541 1 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=6fh Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)1 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)defer 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) n 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 Trapezoidal Loads(plf) 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) I i WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111I1-7473 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 appllcab➢Ity of design parameters and properly incotporate this design into the overall T tx titling design. &acing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Isialways required for stability and to prevent collapse with possible personal InJu-and property damage. For general guidance regarding the tabricatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSIJTPII Huallty Criteria,DSB-89 and BCSI Building Component 6904 Parke East Bivd. Safety Information ovatiable from Truss Plate Institute.218 N.Lee Street,SuITe 312.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 ft-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 SCSI. c1-2 c2-3 2. Truss bracing must be designed by an engineer.For 0-1/1 1, 4 wide truss spacing,individual lateral braces themselves 0 WEBS cab may require bracing,or alternative Tor I T � �� 1 q p bracing should be considered. p 0 3, Never exceed the design loading shown and never U yaa U stack materials on Inadequately braced trusses. o_ 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate O C7 3 �� designer,erection supervisor,property owner and plates 0-1rib" from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content lumber shall not exceed 1990 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 s¢e,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 of 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. x; 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 is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with —__Guide_to_Good_P_roctice--for_Handling,___.. MiTek ANSUTPI 1 Quality Criteria. Installing&Bracing of Metal Plate - --- --- - Connected Wood Trusses. MITek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015