Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Building Plans trusses
r} � Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek �s �,�,. e copy al RE: M11392 - 71 Carlton ith 8 ext garage MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Wynne Dev Corproject Name: M11392 Model: 70 Carlton 3 Bedroo a�F ear orch Y p 1 r>Pi Hear Porch Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL Name Address and License#of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: State: General Truss Engineering Criteria& Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 165 mph oof 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. Seal# Truss Name Date 1 T9680939 A 10/17/16 12 I T9680940 1 Al 1 10/17/161 13 1 T9680941 I A2 1 10/17/16 1 14 1 T9680942 J A3 10/17/16 1 15 1 T9680943 I A4 110/17/16 I 16 1 T9680944 I A5 110/17/16 1 (7 I T9680945 I ATA 1 10/17/16 �8 1 T9680946 1 B 1 10/17/16 1 19 1 T9680947 1 BHA 1 10/17/16 1 1110 1 T9680948 I GRA 1 10/17/161 Ili 1 1 T9680949 1 J1 1 10/17/161 1112 I T9680950 I J3 1 10/17/16 1 1113 1 T9680951 1 J5 1 10/17/16 1 L114 I T9680952 I J7 10/17/16 1115 I T9680953 1 KJ7 1 10/17/161 The truss drawing(s)referenced above have been prepared by MiTekUij IN 1 SA,Inc. under my pvded by Chambers Truss.irect supervision based on the parameters `®�vo°��OPaG E N S 4� o Truss Design Engineer's Name: Velez, Joaquin 8182 �VIy license renewal date for the state of Florida is February 28,2017. e *:• t IMPORTANT NOTE: The seal on these truss component designs is a certification = :c= that the engineer named is licensed in the jurisdiction(s)identified and that the ® �3 '. STATE OF :4/Z designs comply with ANSUTPI 1. These designs are based upon parameters ;.�,�•. ,O P : ® shown(e.g.,loads,supports,dimensions,shapes and design codes),which were < O R ID•.•° ♦ eo, given to MiTek. Any project specific information included is for MiTek's customers e0- s ......... ®� file theseference desig designs.urpose MiTek hats not independently verified the applicabilli S®O e1 A applicability preparation he design >�'ol t°1�;%a%` 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 Mfrek USA,fnc.FL Cert 6634 ii to the overall building design per ANSI/TPI 1,chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 17,2016 i Velez,Joaquin 1 of 1 . T Job Truss Truss Type oty Ply �Carftonth a ext garageT9680939 JobHIP 1 1ence 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:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-txlui?8jSnNdGJeBrbuHBd1URUSBDMzfaLBUfCySYRJ �q 6 10 14 9-0-0 14-11-0 20-2-13 26-0-0 28-1-2 35-0-0 $6-0-0 1-0-0r 6-10-14 2-1-2 5.11-0 5-3-13 5-9-3 2-1-2 6-10-14 Scale=1:61.9 I 4.00 FIT 4x8 2x3 13x6= 2x3 11 4x8— 2x3 2x3\\ 4 24 5 6 7 25 8 9 3 CO N1 2 10EM 17 n 0 to 17 16 15 14 13 12 3x4= 3x4= 3x4= 3x4= 3x5= 3x6= 4x6= 3x6= 9-0-0 14-11-0 20-2-13 26-M 35-M 9-0-0 5-1 1-0 5-3-13 5-9-3 9-0-0 Plate Offsets(X Y)-- f2:0-2-8 Edge) 14:0-5-4 0-2-0) [8:0-5-4 0-2-O] (10:0-1-6 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) 0.58 12-14 >416 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.75 Vert(TL) -0.92 12-14 >262 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.26 Horz(TL) 0.11, 10 n/a rVa BODL 10.0 Code FBC2014[TPI2007 (Matrix-M) Weight:152lb FT=20% L MBER- BRACING- ( TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. 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=1015/0-8-0,15=575/0-8-0,10=1108/0-8-0 Max Horz 2=97(LC 7) Max Uplift2=-631(LC 8),15=333(LC 8),10=685(LC 8) Max Grav2=1015(LC 1),15=596(LC 17),10=1114(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2097/1237,3-4=-185611112,4-24=-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=1121324,4-15=-292/681,5-15=498/392,8-12=-142t358 NV 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=3511;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-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MQJ473 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,r10, a miss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate Mis design Into the overall p� tiullding design. &acing indicated Is to prevent buckling of Individual truss web and chord members only.Additional temporary and permanent bracing IVA{Tek' IS always required for stability and to prevent collapse_I possible personal Injury and property damage. For general guidance regarding the fabrlcalion,storage,delivery,erecflon and bracing of Trusses and truss sysfems,seeANSI/TPI1 9uality Criteria,DSB-89 and BCSI Butitling Component 6904 Parke East Blvd. SI fety Information available from Truss Plate Institute,218 N.Lee Street,Suile 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 71 Carton ith B exi garage T9660940 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 10:39:39 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 Scale=1:62.9 5x6— 2x3 13x4= 5x6= 4.00 12 2x3\\ 4 20 5 6 21 7 2x3 3 8 N I� ;9 m ur 2 11 9 10 r; 7x8 MT78HS= J`° 0 0 13 12 3x8= 3x5= 5x8 MT18HS= 3x12 2.00 12 zz 10-0-0 14-9-0 24-6-8 35-0-0 10-0-0 4-9-0 9-9-8 10-5-8 Plate Offsets(X Y)-- (2:0-0-2 Edgel (9'0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.72 11-12 >579 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.89 Vert(TL) -1.5111-12 >279 180 MT18HS 244/190 BOLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.42 9 n/a rl/a BCPL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:155 lb FT=20% 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. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0,9=1332/0-8-0 Max Horz 2=-117(LC 6) Max Uplift2=834(LC 8),9=-815(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2989/1742,3-4=-2796/1682,4-20—2916/1774,5-20=-2916/1774,5-6_2916/1774, 6-21=-4530/2576,7-21=4530/2576,7-8=5193/2889,8-9=5612/3215 BOT CHORD 2-13=-1521/2769,12-13=1301/2515,11-12=2065/3799,9-11=-2968/5344 WEBS 3-13=-317/323,4-13_238/414,4-12=330/649,5-12=-262/236,6-12=-1031/619, 6-11=-332/886,7-11=-763/1479,8-11=-395/407 NOTES- 1)Unbalanced root 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)IProvide adequate drainage to prevent water ponding. 4)III 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. b 6)�This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall y 2-0-0 wide will it 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)IProvide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=834, 9=815. 9) 'Semi-rigid pitchbreaks including heels"Member end fixity model was used In the analysis and design of this truss. WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITE'K REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE z[ Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual bu0ding component,not a truss system.Before use,the building designer must verify the applicab011y of design parameters and property incorporate Bois design Into the overall building design. &acing Indicated Is to prevent buckling of IndNidual truss web and/or chord members only.Addtlional temporary and permanent bracing MiTek' is always required for stability and 10 prevent collapse with posslole personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of tmsses and truss systems,seeANSi/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Intornn." available from Truss Plate Institute,218 N.Lee Street.Sulie.312.Alexandria,VA 22314. Tampa,FL 33610 r Job I Truss Truss Type Qty Ply 71 Car@on ith 8 ext garage T9680941 M1139i A2 SPECIAL 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:40 2016 Page 1 J ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-pKse7gA_OdLVdoZyOx1G17naH5jh7Jy2fhbk4ySYRH 1-0 8-6-0 13-0-0 14-9-0 22-0-0 27-4-7 35-0-0 6-0- -0-0 Scale=1:62.9 5x6= 3x4= 5x6= 4.00 12 4 '20 5 21 6 2x3\\ 2x3 3 7 N r4. v 10 rn 9 g N r 1 2 11 7x8 MT18HS 3x4= o 13 12 3x4= 5x8= 3x12= 4x5= - 2.00 F12 10-0-0 14-9-0 22-0-0 24-6-8 35-0-0 10-0-0 4-9-0 711 2-6-8 10-5-8 Pla a Ofsets(XY) f2:0 2 14Edge) 8.0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TC EL 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(TL) -1.14 10-19 >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 (Matfix-M) Weight:160 lb FT=20% LUMBER- BRACING- TOQ 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. WIIBS 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. TO�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= =5 5114/2850,7-8625/3250 BO CHORD 2-13=-1527/2783,12-13=1183/2322,11-12=-1314/2540,10-11=1708/3355, 8-10=3001/5355 W BS 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)Onbalanced 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){it 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will �it between the bottom chord and any other members. 7)Fearing at joint(s)8 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 Qt=lb)2=834, 8-816. 9) 'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MIF7473 rev.10103/2015 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 tnrss system.Before use,the bulding 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 Indlviduat truss web and/or chord members only.Additional temporary and permanent bracing MiTek" 6s always regWred for stability and to prevent collapse with possible personal Injury and property damage, For general guidance regardng the fabrication,storage,delivery,erection and bracing of trusses and Truss systems,see"SI/TPl1 Quality Cdterla,DSB-89 and BCS,Building Component Tamp Parke East 0 Safety Information available Bom Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33510 Job Truss Truss Type Qty �PIY71 Carftcn t�axt ge M113I2 A3 SPECIAL 1 Job Refereenal Chambers Truss, Fort Pierce,FL 1.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:40 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-pKse7gA_CdLVdoZy0xIG17poH5sh9Ey2thbk4ySYRH 1.0 8-6-0 15-0-0 20-0-0 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% 4x6 3x6% 7 5x6 3 4 8 0 m u> Tm 11 9 10 I Ch d11 2 12 7x8MT18HS= 6 14 13 3x10= 2x3 II 5x6= 3x12 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) f2:0 0 14 Edgel f8:0-3-0 0-3-01 f9:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 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 BC L 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.43. 9 n/a rita BCDL 10.0 Code FBC2014/TP12007 (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 pudins. 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. (lb/size) 2=1364/0-8-0,9=1334/0-8-0 Max Harz 2=155(LC 7) Max Uplift2=-834(LC 8),9=-816(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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 B IT 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) ind: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)iAli 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 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=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 Mn-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors..Thls 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 Yullding 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 stablllty and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSUTPI 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 �71Carfton ilh 8 ext g�arageT9680943 M113 2 A4 SPECIAL 1 ference o 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_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 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 9 2x3 3 4 u 10 v� rn 13 11 121 � ,n 1 2 14 7x8 MT18HS= o 0 16 15 4x8= 2x3 II 5x8= 3x12= 3x6= 2.00 12 8-6-0 14-9-0 18-0-0 24-6-8 35-" 8-6-0 6-3-0 3-3-0 6-6-8 10-5-8 Plate Offsets(X Y)-- f2:0-0-10 Edgel f9'0-3-0 Edgel f11-.0-1-15 Edgel LOIPDING(psi) SPACING- 2-0-0 CSI. DEFL. in Qoc) I/defl 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(fL) 0.46 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:172 lb FT=20% i LU BER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 8-14 REACTIONS. (lb/size) 2=1365/0-8-0,1 1=1 3 3 310-8-0 Max Horz2=-175(LC 6) Max Uplift2=834(LC 8),11=-815(LC 8) FgRCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)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=0/288,3-15=-724/464,5-15=-272/266,7-14=-136/409,6-14=-292/605, 6-15=-293/403,8-14=-3088/1750,8-13=-937/1901,10-13=330/293 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2) ind: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.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)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(jt=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 MlTEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an individual building component not CI truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall p�pp T building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only,Additional temporary and permanent bracing IV 9f e W 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 / PI Job Truss Truss Type Qty Ply 171 Carlton ith 8 ext garage T9680944 M1132 A5 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 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-mi_PYMCEW?u3kwyy4RzDLSC5r5nn95W FVyAhozySYRF 1�Q 8-6 0 14-9-0 17-6-0 i 24-6-8 27-4-7 35-0-0 $6-0-0 1-0-0 8-6-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 1-0-0 Scale=1:61.8 4.00 12 5x8 11 6 2x3 I I 5 2x3 11 3x6% 4x6 3x4% 4 7 8 2x3 3 9 12 T12 uf1 2 10 111`°I 22 7x10 MT1811S= m c 21 14 13 3x6= 2x3 I I 5x10= 2.00 1p 3x12= 8 6-0 U-9-0 24-6-8 35-0-0 9-9-8 10-5.8 PI a Offsets(X Y)-- f2.0-0-14 Edge],f8:0-3-0 Edgel f10.0-1-15 Edgel LOffING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 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 n/a BCDL 10.0 Code FBC2014/fP12007 (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. BO 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. TiP CHORD 2-3=-3035/1734,3-4=2371/1407,4-5=-231 =4/1421,5-6=-2329/1492,6-7 5329/3094, 7-8=-5231/2969,8-9=5273/2968,9-10=-5598/3190 BQT CHORD 2-14=-1515/2812,13-14=-151512812,13-21=-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).bnbalanced 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)PII plates are MT20 plates unless otherwise indicated. 4) his truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) 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/fPl 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 Qt=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. WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE Mn-7473 rev.1010312015 BEFORE USE. - - Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not d truss system.Before use,the bu!ding designer must verify the applicability of design parameters and properly incorporate this design into the overall Iva Building design. &acing indicated is to prevent buckiing of individual truss web and/or chord members only.Additional temporary and permanent bracing WOW a always required for stability and to prevent collapse wBh possible personal inJury arxi property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Huality Criteria,DSB-89 and BCSI Building Component Tamp Parke East Blvd. Safety Inlormatlon available from Truss Plate Insliiuie,218 N.Lee Street.Sulie 312,Alexandria.VA 22314. Tampa,FL 33670 f T' Job I Truss FCOMIT ype �1=, 71Carkon th s exl garage T9680945 M11392 ATA N b 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 f1-0 Q 8-4-0 12-11-0 17-6-0 22-1-0 26-8-0 _35-0-0 36 -0 1-0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 1-0-0 Scale=1:60.8 4.00 F12 4x4= 6 2x3 II 24 25 2x3 II . 3x6% 5 7 3x6 3X4% 4 8 3X4 3 9 1 2 10 11 r to 17 16 15 26 27 14 13 12 US 2x3 4x6= 3x8= 2x3 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 4-7-0 8-4-0 L0�I DING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TC L 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.29 14-15 >999 240 MT20 244/190 TC�L 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 n1a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:166 lb FT=0% i LU�BER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins. NCHORD 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=1399/0-8-0,1 0=1 39 910-8-0 Max Harz 2=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)Onbalanced 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; f xp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)h 00.01b AC unit load placed on the top chord,17-6-0 from left end,supported at two points,5-0-0 apart. 4)I his 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,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. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MlTelc®connectors.This deslgn Is based only upon parameters shown,and Is for an Individual Lxriltling component,not a truss system.Before use,the building designer must verify the applicability of deslgn parameters and properly incorporate this design into the overall p�T fiuilding design. &acing indlcaled is to prevent buckling of Individual Truss web and/or chord members only.Additional temporary and permanent bracing IdEi lek� is always required for stability and to prevent collapse with possible personal inJury and property tlamage. For general guidance regarding the fabrication,storage,delivery,erectton and bracing of trusses and Truss systems,seeAN51/TPI1 6luality Criteria,DSB-89 and BCS,Building Component 6904 Parke East BNd. Surety Informallon available from Truss plate Institute,2"N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty P=Reference e T9680946 M11392 B COMMON 2 l Chambers Truss, Foil Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:43 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-EvYnliCsHJOvM4X8e9USugkOrVGsuZlOkcvFLPySYRE r1 0 Q 8-3-5 i 14-0-0 17-6-0 21-0-0 26-8-11 i 35-0-0 _ $6-0-Q 1-0-0 8-3-5 5-8-11 3-6-0 5-8-11 8-3-5 '1-0-0' Scale=1:60.8 4.00 12 3x6= 6 2x3 I I 2x3 11 - 5 7 3x6% 3x6 3x4 4 8 3x4 zzz 9 10 11 N N1 2 Id, 19 0 0 17 16 15 14 13 12 3x4= 2x3 11 3x6= 3x4= 3x4= 3x6= 2x3 11 3x4= N6 -5 14-0-0 21-0-0 26-8-11 35-0-0 -3-5 5-8-11 7-0-0 5-8-11 8-3-5 Plate Offsets X Y-- 6:0-3-0 Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.11 14-15 >768 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.27 Vert(fL) -0.18 12-23 >938 180 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 10 n/a rda BODL 10.0 Code FBC2014/TPI2007 (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 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) 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—262J771,16-17=-262/771,15-16=262/771,13-14=-262/751,12-13=-2621751, 10-12=-2621751 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;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 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 mrrEK 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 i'�R 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 Mffek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and muss systems,seeANSVTPI l 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 -T- Job I Truss Truss Type Qty Ply 171 Carlton th 8 ext garage T9680947 M113 i 2 BHA BOSTON HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MTek Industries,Inc. Mon Oct 1710:39:44 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-i569z2DU1 d8m_E5LBs?hQtHVcuYtd?nYyGfotrySYRD 15-&0 21-6-0 t-a 7-ao s-s-o 11-s o 1as-o 1 -o 0 17-s-o 1s-6 o 21-ao 23-s-o 25-s-o 26 ao 3s 6 ao-o 3 1-ao 7-0-0 2-s-o 2-ao 2-ao -s- 1-s-o 2-ao 2-ao 1•s-o -s- 2-ao 2-ac 1 2-6-0 1 7•0-0 1-0-0 Scale:3/16"=1' 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 4x4- THIS DIAPHRAGM MUST BE CAPABLE OF PURLINS AS SPECIFIED. 4.00 12 - TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. 72 57 75 58 17 56 59 3x6 55 9 _ 20 548 60 22 3X6 5x12%53 4 6 x6= 3x4 _ 2P1 5X12 71 26 3 16 19 1 23 0 63 52 14 1 2 2829NN 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 3x4 3x6= 6x8= 6x8= 3x6= 3x4= = 7-0-0 14-" 21-0-0 28-" 35-0-0 7-0-0 7-0-0 7-0-0 7-0-0 _PI to Offsets(X,Y)-f32:0-3-8 0-3-0� LOI DING(psf) SPACING- 2-0-0 CS1. DEFL. in ((oc) Udefl Ud PLATES GRIP TC�L 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.09 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.18 33-35 >953 180 BOLL 0.0 ' Rep Stress Incr NO WB 0.62 Horz(TL) 0.04 28 n/a rda BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: FT=O% LUMBER- BRACING- TOP 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 R JOINTS T Brace at Jt(s):11,19,16,7,23 ACTIONS. All bearings 0-8-0. (lb)- Max Horz 2=179(LC 7) Max Uplift All uplift 100 lb or less at joints)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, (Ib)-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=-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 BUT CHORD 2-35=-880/1473,35-42=855/1390,4243=-855/1390,34-43=-855/1390,34-44=-855/1390, 33-44=-855/1390,33-45=-386/402,45-46=-386/402,4647=-386/402,47-48=-386/402, 3248=-366/402,32-49=-525/923,31-49=525/923,31-50=-525/923,50-51=-525/923, 30-51-525/923,28-30=-514/952 WEBS 3-35=-168/626,27-30=0/430,3-33=-1994/1462,11-33=-815l786,19-32=-777/748, 27-32=-14001992,9-10=-465/455,20-21=-464/455 NOTES- 1)junbalanced 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=7011;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)Provide adequate drainage to prevent water ponding. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)This Huss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)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 Ib 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 purin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. Des(gn valid for use only Wth 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 des(gner must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. &acing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stablilty and to prevent collapse with possible personal Inlury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and tnlss systems,seeA",/T"I Huaifty Criteria,DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Piate Insftfute,218 N.Lee Sireei,Suite 372,Alexandria,VA 22314. Tampa,FL 33610 ob Truss Truss Type raty— Ply771kon uh 8 ext garageT968094M113I 2 BHA BOST"HIP eference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Mon Oct 17 10:39:44 2D16 Page 2 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-i569z2D U 1 d8m_E5LBs?hQtHVcuYtd?nYyGfotrySYRD NOTES- 10)!Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)265 lb down and 381 lb up at 7-0-0,158 lb down and 206 Ib up at 9-0-12, 1581b down and 206 Ib 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 1206 Ib up at 17-11-4,158 lb down and 206 Ib up at 19-11-4,158 lb down and 206 lb up at 21-11-4,156 lb down and 206 lb up at 23-11-4,and 158 Ib down and 206 Ib up at 25-11-4,and 158 Ib dowri and 206 Ib up at 27-11-4 on top chord,and 373 lb down and 236 Ib up at 7-0-0,69 Ib down at 9-0-12,69 Ib down at 11-0-12,69 lb down at 13-0-12, 69 Ib 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 691b 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). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 UI niform Loads(pif) 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=-118(F) WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.1010312015 BEFORE USE. Resign 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 I' building design. &acing Indicated Is to prevent twckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing �IiiTek' N,always required for stability and to prevent collapse with possN1.personal injury and property damage. For general guidance regarding the fpbrfcatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSt/1PI I Huality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety InformaBon available from Truss Plate Institute.218 N.Lee Sireei,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 71 Carlton ith 8 ext garage T9680948 M1131 2 GRA HIP 1 1 Jab 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 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-AHgXAOE6owGdbOgXlzwwz5gafISOMM3hBwOMPIySYRC r1-0 Q 7-0-0 14-11-0 21-5-2 28-0-0 35-0-0 _ 1-0-0 7-0-0 7.11-0 6-6-2 6-6-14 7-0-0 �1-0-0� Scale=1:61.8 4.00 12 5x8= 2x3 I 3x6= 3x6= 4x8— 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 N r, 8 9 N a N1 2 I' m 0 6 15 33 34 14 35 6x10= 36 37 38 1239 11 40 41 10 3x4= 2x3 11 3x6= 3x4=4x6= 2x3 II 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 PI to Offsets(X,Y)-- f3.0-5-4 0-2-81 (7.0-5-4 0-2-01 LOIADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 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 BOLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.11 8 n/a n/a BODL 10.0 Code FBC2014/TPI2007 (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 Horz2=78(LC 7) Max Uplift2=-516(LC 8),13=-1909(LC 8),8=799(LC 8) Max Grav2=778(LC 17),13=3177(LC 1),8=1246(LC 18) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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=-1 920/1225, 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=-110711920, 12-38=-1107/1920,12-39=-1524/2706,11-39—1524/2706,11-40=1524/2706, 40-41=1524/2706,10-41=-1524/2706,8-10=1513/2668 W�BS 3-15=-155/711,3-13=-2806/1663,4-13=-848/795,6-13=-3446/2082,6-12=-87/648, 7-12=-835/507,7-1 0=1 771660 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 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. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MB-7473 rev.10103,2015 BEFORE USE. Design vailtl for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Indivdual building component,not a Truss system.Before use,The building designer must verify the appllcabillly of design parameters and properly Incorporate this design Info the overall pp(��T building design. &acing Indicated is To prevent buckling of Individual truss web and chord members only.Addit(onal temporary and permanent bracing Itl�{le[ks is_,ways required for stability and to prevent collapse with possible personal infury and property damage. For general guidance regarding the fabrication,storage-delivery-erecflon and bracing of trusses and Truss systems,seeANSI/TPI1 9uallty Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Sctety Information ov.,.,.from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty, Ply 71 Carhon ith 8 ext garage T9680948 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 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-AHgXAOE6owGdbOgXIZW wz5gaflsOMM3hBwOMP IySYRC ` N�TES- 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 203lb 'down and 329 lb up at 28-0-0 on top chord,and 452 Ib 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 Ib 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 3lb up at 23-11-4,and 63 lb down and 3 lb up at 25-11-4,and 452 lb down and 263 lb up at-27-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In 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=-1 47(B)7=-147(B)15=-452(B)13=-40(B)4=-90(B)10=-452(B)22=-90(B)23=-90(B)24=-90(B)26=90(B)27=-90(B)28=-90(B)30=-90(B)31=-90(B)32=90(B) 33=40(B)34=-40(B)35=40(B)36=-40(B)37=40(B)38=-40(B)39=40(B)40=40(B)41=40(13) WARNING-Verity 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 i.YR b truss system.Before use,the building designer must verify the applicabUlty of design parameters and properly Incorporate this design Into the overall Wilding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeW Is always requlred 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,2111 N.Lee Street,Suite 112,Alexandria,VA 22314, Tampa,FL 33610 rob Truss Truss Type City Ply 71 Carhon th 8 ext garage T9680949 392 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 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 1 4 3x4= 1-0-0 1-0-0 LO�DING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid 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(TL) -0.00 5 >999 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrPI2007 (Matrix-M) Weight:5 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical,2=113/0-8-0,4=4/Mechanical Max Horz2=48(LC 8) Max 1Jplift3=-5(LC 5),7127(LC 8),4=-2(LC 5) Max Grav3=11(LC 13),2=113(LC 1),4=11(LC 3) F IRCES. (lb)-Max Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- ' 1)`/Vind:ASCE 7-10;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=6ft;Cat.II; �xp 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)r 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 I it between the bottom chord and any other members. 4)iRefer 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-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEIC 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 verity the appllcablllry of design parameters and properly Incorporate this design Info The overall �A a dulldtng design. Bracing Indicated Is To prevent buckling o(Indlvldual truss web and/or chord members only.AddIBonat Temporary and permanent bracing i�Af leko k always required for stability and To prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication.storage,do llvery,erection and bracing of Trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Tamp Parke East 0 Safety Information available from Truss Plate Ins""..218 N.Lee Sireet.SulYe 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 71 Carhon hh 8 ext garage T9680950 M113 2 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 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMyLiLK52_gQa8vxkySYRB -1-%o 3-0-0 1-0-0 3-0-0 Scale=1:9.6 3 ( 4.00 12 2 1 . 4 3x4= 3-0-0 3-0-0 LOI DING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TC'L 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 BOLL 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:11 lb Fr=0 i 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 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) FiRCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.opsf;h=15ft B=70ft;L=35ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=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)r 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 (it between the bottom chord and any other members. 4)flefer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 53 lb uplift at joint 3,149 lb uplift at joint 2 and 3 Ib 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-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfrEK REFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MlTelc®connectors.fits design is based only upon parameters shown,and Is for an Individual bullding component not a Truss system.Before use,the building designer must verity the oppllcabhity of design parameters and properly Incorporate nth design Info the overall building design. t acing indicated Is To prevent buckling of Individual truss web and/or chord members only.Addlf(onal Temporary and permanent bracing N1iTek� Is always required for stability and To prevent collapse with possible personal InJury and property damage. For general guidmlce regarding The f6brlcotlon,storage,delivery,erection and bracing of Trusses and Truss systems,seeAN51/",9uality Criteria,DSB-89 and BCSI Budding Component Tamp Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312-Alexandria,VA 22374. Tampa,FL 33610 Job Truss Truss Type Qty Ply 71 Carlton ith 8 ext garage T9680951 M1112 J5 MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2018 MiTek Industries,Inc. Mon Oct 17 10:39:46 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMUPiIJ52_gQ.2T&SYRB 54-0 - 100 500 Scale=1:12.9 3 4.00 12 1 2 1 4 35= 500 500 LOIPDING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl 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 TCbL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 180 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:17lb 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) FiRCES. (ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Mind:ASCE 700;Vu1t=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;13=701t L=35ft;eave=6ft;Cat.Il; xp C;Enci.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2) his 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 alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tali by 2-0-0 wide will (it 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. Al I WARNING-Me design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGE MH-7473 rev.10)03/2015 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 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 Mew 9 always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/1'PII 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 aty Ply 71 Carlton fth 8 ext garage T9680952 M11 i 92 J7 MONO TRUSS 24 1 Job Reference(optional) Chambers 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_ZO2Wv5t6ZsgVE_fEtSUAySYRA 7-0-0 1-0-0 7-0-0 Scale=1:16.5 3 4.00 12 2 1 4 3x4= 7-" 7-0-0 L ADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP T�LL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.16 4-7 >520 180 BOLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:23 lb FT=0 i LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. 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 Horz2=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) 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=1 28mph;.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 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 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-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mil-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 b Iding design. Bracing Indicated is To prevent buckling of individual truss web and/or chord members on�,.n., al Temporary and permanent bracing MiTe�East` always required farstability and To prevent collapse with possible personal Injury and property damage. guidance regarding the fabrication,storage•delivery,erection and bracing of trusses and trusssystems,seeANSI/ "9uality Cdlerttl BCSI Building Component 6904 Palvd. Safety InformaBon available from Truss Plate Institute.218 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Tampa, ` Job I Truss 71r, uss Type Qty Ply 7t CarRon lh 8 ext garage T9680953 M11 92 KJ7 NO TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:47 2016 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-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 12 3x4 3 2 Li 7 6 2x3 5 3x4= 3x4= 6-8-12 9-10-1 6-8-12 3-1-5 L ADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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 FBC2014fTP12007 (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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 4=134/Mechanical,2=392/0-11-5,5=440/Mechanical Max Horz 2=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) F IRCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-789/349 BOT CHORD 2-7=-4691746,6-7=-469f746 W rBS 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=351t;eave=6ft;Cat.II; IExp C;Encl.,GCpj=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 lit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 133 lb uplift at joint 4,266 lb uplift at joint 2 ,and 232 lb uplift at joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). L AD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-2=54 Trapezoidal Loads(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) WARNING-verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.107012015 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 cd truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall Iva t uilding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTeW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and 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 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 BCSI. c1-2 C2a 2. Truss bracing must be designed by an engineer.For 0^ 1 d wide truss spacing,individual lateral braces themselves ❑ WEBS 4 may require bracing,or alternative Tor I 0� ❑ bracing should be considered. O �� �� c = a 3 n O 3. Never exceed the design loading shown and never U �° = stack materials on inadequately braced trusses. a O 0 0 4, Provide copies of this truss design to the building For 4 x 2 orientation, locate O7-s cba cu 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 MTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content lumber shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ]CC-ES Reports; use with fire retardant,preservative treated,or green lumber. • The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-1311, 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. ,s, 1B.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 _ _ i Guide to Good Practice for Handling, ANSI/TPI 1 Quality criteria. Installing&Bracing of Metal Plafe Connected Wood Trusses. MiTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015