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HomeMy WebLinkAboutMisc Letters Flo Lumber design values are in'accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek' RC: M11392 -71 Carlton ith 8 ext garage MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info:W nne Dev Cor Project Name: M11392 Model: 70 Carlton 3 Bedroo 0 4115 y p 1 rti ear orch Lot/Block: Subdivision: Address: unknown City: St. Lucie County State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Narhe: License#: Address: City: State: General Truss Engineering Criteria& Design Loads(Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC20141TP12007 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal#_ Truss Name Date {1 IT9680939 I A 10/17/16 {2 {T9680940 {Al { 10/17/16{ {3 {T9680941 {A2 { 10/17/16{ 10/17/16 r IT9680942 A3 ` tJ ' i 5 IT9680943 A4 1 e ' 6 IT9680944 A5 10/17/161 {�7 {T9680945 {ATA { 10/17/16 {8 {T9680946 {B { 10/17/16 1 19 {T9680947 {BHA 10/17/16 {10 {T9680948 {GRA 1 10/17/16 1 {11 {T9680949 {J 1 1 10/17/16 1 {12 {T9680950 {J3 1101171161 f 13 {T9680951 05 1 10/17/16{ {14 1 T9680952 IN 1 10/17/16 {15 {T9680953 {KJ7 { 10/17/16( The truss drawing(s)referenced above have been prepared by MiTek ®aeeeo���toipoi�s�, piovded by ChamberInc. under my direct s Truss.pervision based on the parameters `se�o`,pP�:G NSF�F� ,, � F •. s Truss Design Engineer's Name: Velez, Joaquin 8182 � y-license renewal date for the state of Florida is February 28, 2017. = *:• •:>� = IMPORTANT NOTE- The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s)identified and that the STATE O F U✓o designs comply with ANSI/TPI 1. These designs are based upon parameters ��,ri•. ,� P ;��o` shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ie ��•. O R O•.•• \ �� given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only,and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design ""fill 1001 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 Cart 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 8904 Parke East Blvd.Tampa FL 33610 Date. October 17,2016 Velez,Joaquin 1 of 1 y Job Truss Truss Type Qty % Ply 71 Carlton th B ext garage T9680939 M11 Job . A HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:38 2016 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-ixlui?8jSnNdGJeBrbuHBd1 URUSBDMzfaLBUfCySYRJ 1 0 0 6 10 14 9-0-0 14-11-0 20-2-13 i 26-0-0 i 28-1-2 35-0-0 _ 36-0-Q 1-0-0 6-10-14 2-1-2 5-11-0 5-3-13 5-9-3 2-1-2 6-10-14 !1-0-0� Scale=1:61.9 4.00 F12 4x8= 2x3 13x6= 2x3 11 4x8= 2x3 2x3\\ 4 24 5 6 7 25 8 9 3 - N Cb C; N1 10 2 111� C4 17 16 15 14 13 12 3x4= 3x4= 3x4= 3x4= 3x5= 3x6= 4x6= 3x6= 9-0-0 14-11-0 20-2-13 26-" 35-0-0 9-0-0 5-11-0 5-3-13 5-9-3 9-0-0 Plate Offsets(X Y)-- f2:0-2-8 Edgel r4:0-5-4 0-2-01 f8.0-5-4 0-2-01 f10-0-1-6 Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d 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(fL) -0.92 12-14 >262 180 BCLL 0.0 Rep Stress Incr YES WB 0.26 Horz(TL) 0.11 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:152lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-6-14 oc bracing. WEBS 2x4 SP No.3 ' I REACTIONS. (lb/size) 2=1015/0-8-0,15=575/0-8-0,10=1108/0-8-0 Max Horz2=97(LC 7) Max Uplift2—631(LC 8),15=333(LC 8),10=685(LC 8) Max Grav2=1 01 5(LC 1),15=596(LC 17),10=1114(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2097/1237,3-4=1856/1112,4-24=2176/1325,5-24=2176/1325,5-6=2176/1325, 6-7=-2176/1325,7-25=-2176/1325,8-25=-2176/1325,8-9=2172/1285,9-10=-2353/1375 BOT CHORD 2-17=-1062/1941,16-17=-865/1738,15-16=865/1738,14-15=-1124/2176, i 13-14--1046/2067,12-13=1046/2067,10-12=1188/2175 WEBS 3-17=-302/283,4-17=-112/324,4-15=292/681,5-15=-498/392,8-12=142/358 1 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;13=7011;L=35111;eave=5ft;Cat.ll; 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 100 lb uplift at joint(s)except Ot=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. I I ®WARNING-Verfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Deslgn valid for use only with MI1ek8 connectors.This design Is based only upon parameters shown,and Is for an Individual Wilding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall r building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing -Mffek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institule,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 I Job Truss Truss Type City " Ply 71 Carhon ith 8 ext garage T968D940 M11392 Al SPECIAL 1 1 Job Reference(notional) 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-L7JGwL9MD4VUtTDNPJQWjgael um7yhBop?xi BeySYRI 1-0- 8-6-0 11-o-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 I I 5x6= 3x4= 4.00 12 4 20 5 6 21 7 2x3\\ 2x3 3 8 N I— co�1 2 11 - 9 10 r' 7x8 MT18HS= )m o 6 13 12 5x8 MT18HS= 3x12= 3x8= 3x5= 2 00 1P 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)-- f2:0-0-2 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) -1.51 11-12 >279 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.77 Horz(TL) 0.42 9 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1366/0-8-0,9=1332/0-8-0 Max Horz2=-117(LC 6) Max Uplift2=834(LC 8),9=815(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TO CHORD 2-3=-2989/1742,34=-2796/1682,4-20=-2916/1774,5-20=2916/1774,5-6=-2916/1774, 6-21=4530/2576,7-21=4530/2576,7-8=-5193/2889,8-95612/3215 BOT CHORD 2-13=-1521/2769,12-13=-1301/2515,11-12=2065/3799,9-11=-2968/5344 WEBS 3-13—317/323,4-13=-238/414,4-12=330/649,5-12=-262/236,6-12=1031/619, 6-11=332/886,7-11=763/1479,8-11=-395/407 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft B=70ft;L=35ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity 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=815. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. D@sign valid for use only with MITekO connectors.This design is based only upon parameters shown,and is for an Individual building component,not �A® a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design Info the overall p—�v 21 building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IYIO ek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/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 Job Truss Truss Type Oty Ply 71 Carhon ith B ext garage T9680941 M11392 A2 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:40 2016 Pagel I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-pKse7gA_OdLVdoZyOxlG17naH5jh7Jy2fhbk4ySYRH 1-0- 8-6-0 13-0-0 14-9-0 22-0-0 27.4-7 35-0-0 6-0- -0-0 8-6-0 4-6-0 7-3-0 5-4-7 7-7-9 -0-0 Scale=1:62.9 I 5x6= 3x4= 5x6= 4.00 12 4 20 5 21 6 2x3\\ 2x3 3 7 r 0 10 rn m1 2 11 8 7x8 MT18HS= I 6 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 7-0-0 2-6-8 10-5-8 Plate Offsets(XY)-- [2'0-2-14 Edge],f8.0-1-15 Edgel I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 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 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[TP12007 (Matrix-M) Weight:160lb FT=20% LUIVIBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-10 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 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) FOR, (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=5114/2850,7-8=5625/3250 BOT CHORD 2-13—1527/2783,12-13—1183/2322,11-12=-1314/2540,10-11=-1708/3355, 8-10=-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=-392/253,6-1 0=-1 159/2216,7-10=-495/499 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=5ft;Cat.II; Exp C;Encl.,GCpl=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)A11 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 f t 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=lb)2=834, 8=816, 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-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 notA a jruss 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/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 ss Truss Type Oty Ply 171 Carlton th 8 ext garage Tru T9680942 M113912 A3 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:40 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-pKse7gA_OdLVdoZyOxIG17poH5sh9Ey2fhbk4ySYRH 1-0- 8-6-0 15-0-0 20-0-0 24-6-8 27-4-7 35-0-0 6-0- -0- 8-6-0 6-6-0 5-0-0 2-9-15 7-7-9 -0-0 Scale:3/16°=l' { 4.00 F12 5x6= 4x4= 5 6 3x4 E46 3x6% 7 5x6 4 8 m IN 11 — 9 IN�n� u>1 2 10 3 12 7x8MT18HS— cS 14 13 3x10= o 3x6= 2x3 5x6= 3x12= 2.00 12 8-6-0 14-9-024-6-8 35-0-0 6_31 5-3-0 4-6-8 10-5.8 Plate Offsets(X Y)-- f2.0-0-14 Edgel (8:0-3-0 0-3-01 (9:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udetl L/d 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/TP12007 (Matrix-M) Weight:160 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-12 1 REACTIONS. (lb/size) 2=1364/0-8-0,9=1334/0-8-0 Max Horz2=155(LC 7) Max Uplift2=-834(LC 8),9=-816(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOQ CHORD 2-3=-3052/1733,3-4=-2934/1743,4-5=2349/1415,5-6=-2610/1602,6-7=-2757/1637, 7-8=-5200/2923,8-9=5590/3202 BOT CHORD 2-14=-1525/2830,13-14=1525/2830,12-13=1091/2205,11-12=2608/4988, 9-11=2954/5319 WEBS 4-14=0/283,4-13=746/496,5-12=282/657,6-12=285/598,7-12—2676/1489, 7-11=-956/1895,8-11=-377/352 NOTES- 1) 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=3511;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 f't 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=1b)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 Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not - a truss system.Before use,the building designer must verify the appilcabflity 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 stabllity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlom storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPII Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandda,VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply 71 Carfton ith 8 ext garage T9680943 M11392 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 ID: ktiGCA6bx7j2SyI H DXFw7ye3KX-H W QOKOBcliIC7nNm W kS_oFf_ZhR9QZn5GJQ8GXySYRG 1-0- 8-6-0 14-9-0 17-0-0 8-0- 24-6-8 27-4-7 35-0-0 6-0- -0- 8-6-0 6.3.0 2-3-0 1-0-0 6-6-8 2-9-15 7-7-9 -0-0 I � Scale:3/16"=1' 4.00 12 5x6= 4x6= 2x3 I I 6 7 5 4x6 3x6% 4x6 3x4% 8 4 9 2x3 3 10 N N cp N1 2 13 11 12,n r 14 7x8 MT18HS= Ic1 6 0 16 15 4x8= 3x6= 2x3 I 5x8= 3x12 zz 2.00 F12 8£-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(XY)-- (2:0-0-10,Edgel,(9:0-3-0,Edgel,(11:0-1-15,Edge] I LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TC L L 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.78 13 >542 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -1.26 13-22 >333 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.96 Horz(TL) 0.46 11 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:172 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-7 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WE I 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) FO 10ES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3042/1732,3-4=-2359/1412,4-5=-2303/1426,5-6=-2334/1509,6-7=-2154/1376, 7-8=-2314/1391,8-9=5195/2958,9-10—5237/2955,10-11=5582/3192 BOT CHORD 2-16=-1513/2819,15-16=-1513/2819,14-15—991/2102,13-14=-2654/5036, 11-13=-2944/5310 WEBS 3-16=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)(I 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.Il; 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),Beadng at joint(s)11 considers parallel to grain value using ANS[1TPI 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. 4 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MR-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekm 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 TT building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 7V n�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/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 •Job i Truss Truss Type oty PlyA�Ca ext garageT9680944 M11392 AS SPECIAL 16 e(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:42 2016 Page t ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-mi_PYMCEW?u3kwyy4RzDLSC5r5nn95WFVyAhozySYRF ,r1-0-0 8-6-0 14-9-0 17-6-0 24-6-8 i 27-4-7 i 35-0-0 36-0-Q 8-6-0 6-3-0 2-9-0 7-0-8 2-9-15 7-7-9 1-0-0 i Scale=1:61.6 I 4.00 12 5x8 11 2x3 16 5 2x3 I 3x6% 4x6 3x4% 4 7 8 2x3 3 - 9 12 1N, 2 10 „ nr aJ 22 7x10MT18HS= 16 0 21 6 14 13 3x6= 2x3 5x10= 3x12= 2.00 F12 8-6-0 1 4-9-0 24-6-8 35-" 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 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC LL 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 n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:159lb FT=20% LUMBER- BRACING- TO CHORD 2x4 SP M 31'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. 1-4,8-11:2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-2-9 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 1 Row at midpt 6-12 WEBS 2x4 SP No.3`Except' 6-12:2x4 SP M 30 REACTIONS. (lb/size) 2=1365/0-8-0,10=1333/0-8-0 Max Horz2=179(LC 7) Max Uplift2=-834(LC 8),10=-815(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3035/1734,3-4=2371/1407,4-5=2314/1421,5-6=-2329/1492,6-7=5329/3094, i 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;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=151t;B=70ft;L=35f;eave=5fh Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)1 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,with BCDL=I O.Opsf. 6)-6earing at joint(s)10 considers parallel to grain value using ANSI/fPI 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-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE *�� Deslgn valld for use only with MiTek®connectors.This design Is based only upon parameters shown,and is for an Individual building component not i.Y[� 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 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 Job Truss Truss Type Qty Ply 71 CarRon 0h B ext garage T9680945 M11392 ATA COMMON 5 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:42 2016 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-mi_PYMCEW 7u3kwyy4RzDLSCCE5tE97SFVyAhozySYRF 'r1-0-Q 8-4-0 12-11-0 17-6-0 22-1-0 26-8-0 35-0-0 $6-0-Q 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 I 24 25 2x3 11 3x6 i 5 7 3x6 3x4 4 g 3x4 3 9 2 10 11 �2 17 16 15 26 27 14 t3 12 6 4x5= 2x3 11 4x6= 3x8= 2x3 II 4x5= 3x8= 46= 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 LOADING(psf) SPACING- 2-0-0 CSI- DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.29 14-15 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 >550 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 HOrz(fL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:166 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-2 oc purlins. B&CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-3-9 oc bracing, Except: WE 2x4 SP No.3 8-6-0 oc bracing:14-15. REACTIONS. (lb/size) 2=1399/0-8-0,10=1399/0-8-0 Max Horz2=179(LC 7) Max Uplift2=775(LC 8),10=-775(LC 8) FOR, (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TO 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=136612936,16-17=-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, 10-1 2=-1 366/2936 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=7011;L=35ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)1ii00.O1b 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)`J 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 an other members,with BCDL=10.0 sf. Y P 6 Provide mechanical connection b others of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=775, I 10=775. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual building component not a truss system.Before use.the building designer must 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 truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Trust Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 71 Carton hh B ext garage T9680946 M11392 B COMMON 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:43 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-EvYnliCsHJOvM4X8egUSugkOrVGsuZlOkcvFLPySYRE !r1 0 Q 8-3-5 14-0-0 17-6-0 21-0-0 26-8-11 i 35-0-0 36-0-0 �F1-0-0 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 FIT 3x6 6 2x3 2x3 11 5 7 3x6% 3x6 3x4� 4 8 3x4 3 9 r01 2 1011 Im O 17 16 15 14 13 12 O 3x4= 2x3 II 3x6= 3x4= 3x4= 3x6= 2x3 II 3x4= 8-3-5 14-0-0 21-0-0 26-8-11 35-0-0 8-3-5 5-8-11 7-0-0 5-8-11 8-3-5 Plate Offsets(X Y)-- f6:0-3-0 Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC�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(fL) -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/TPI2007 (Matrix-M) Weight:149 lb 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 Harz 2=-179(LC 6) Max Uplift All uplift 100 lb or less at joint(s)except 2=-385(LC 8),15=-440(LC 8),14=-440(LC 8),10=-385(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=625(LC 1),15=822(LC 13),14=817(LC 14),10=625(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-854/407,9-10=854/407 BOT CHORD 2-17=2621771,16-17=-262l771,15-16=-262l771,13-14=262/751,12-13=262/751, 10-12—262/751 WEBS 3-17=0/269,3-15=-708/485,5-15=291/268,7-14=-291/268,9-14=-708/485,9-12=0/269 NU ES- 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.It; 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)j 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=I O.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 .1440 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. i i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design vaild for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a I uss system.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPll Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 71 Carlton ith 8 ext garage T9680947 M11392 BHA BOSTON HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:44 2016 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-i56gz2DUld8m_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 21-0.0 23-6-0 25-6-0 26--0 3Sa0 36-a 1-a0 7-0-0 2-6-D 2-0-0 2-0-0 6- 1-6-0 2-0-0 2-a0 1-6-00.6- 2-0.0 2-0.0 2-6-0 7-0-0 Scale:3/16•=l' THIS COMPONENT IS TO BE USED IN TOP CHORD MUST BE BRACED BY END JACKS, CONJUNCTION WITH A RIGID DIAPHRAGM. j THIS DIAPHRAGM MUST BE CAPABLE OF ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 4.00 r12 4x4= TRANSFERRING ROOF LOADS TO THE GROUND WITH NEGLIGIBLE LATERAL DEFLECTIONS. 12 57 15 58 17 56 59 3x6 548 60 22 55 9 20 3x6 5x12%53 4 6 x6= 3x4 2411 26 5x12 3 11 16 19 1 23 25 63 14 52 n rn 1 2 28 29 ,° N I14 O 35 42 43 34 44 33 45 46 47 48 32 49 31 50 51 30 O 3x6= 6x8= 6x8= 3x6= 3x4= 3x4= 7-0-0 14-0-0 21-0-0 28 2-0 35-0-0 7-0-0 7-0-0 7-0-0 7-01 7-0-0 Plate Offsets(X Y)-- f32:0-3-8 0-3-01 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d 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 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.18 33-35 >953 180 BCLL 0.0 Rep Stress Incr NO WB 0.62 Horz(TL) 0.04 28 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:208lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP N0.3 WEBS 1 Row at midpt 3-33,27-32 JOINTS 1 Brace at Jt(s):11,19,16,7,23 REACTIONS. All bearings 0-8-0. (Ib)- Max Horz2=179(LC 7) Max Uplift All uplift 100 lb or less at joint(s)except 2=579(LC 8),33=-1255(LC 8),32=1005(LC B),28=446(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=833(LC 17),33=1803(LC 1),32=1510(LC 1),28=646(LC 1) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-52=-1607/1042,3-52=-1441/984,3-53=-108/258,27-63=-906/619,28-63=-1056/658, 3-5=-439/531,5-7=-433/524,7-10=-433/524,10-11=433/524,11-13=433/524, 13-14=-433/524,14-16=-433/524,16-18=433/524,18-19=433/524,19-21=-378/423, 21-23_378/423,23-25=378/423,25-27=383/429 BOT CHORD 2-35=-880/1473,35-42=-855/1390,42-43=-855/1390,34-43=-855/1390,34-44=-855/1390, 33-44=-855/1390,33-45=-386/402,45-46=-386/402,46-47=-386/402,47-48=-386/402, 32-48=-386/402,32-49=-525/923,31-49=-525/923,31-50=-525/923,50-51=525/923, 30-51=-525/923,28-30—514/952 W BS 3-35=168/626,27-30=0/430,3-33=-1994/1462,11-33=-815/786,19-32=777/748, 27-32=-1400/992,9-10=-465/455,20-21=-464/455 NOTES- 1) 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=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)'"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)'ISemi-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. 4 WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a Inrss 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 •Job Truss Truss Type Qly Ply 71 Carlton dh a ext garage T9680947 M11392 BHA BOSTON HIP 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:44 2016 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-i569z2DU1d8m_E5LBs?hQtHVcuYtd?nYyGfotrySYRD NOTES- 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)265 Ito down and 381 lb up at 7-0-0,158 lb down and 206 lb up at 9-0-12, 158 Ib 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 206 Ib up at 17-11-4,158 lb 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 158 Ib down and 206 Ib up at 25-11-4,and 158 Ib down and 206 Ib up at 27-11-4 on top chord,and 373 lb down and 236 lb 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 69 Ib down at 27-11-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 11) 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: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=-11B(F)59=-118(F)60=-118(F)61=-118(F)62=-11B(F)63=-118(F) I i I WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE R Design valid for use only with MITekTil connectors.Ibis design is based only upon parameters shown,and is for an Individual building component,not Q` a inrss system.Before use,the bullding designer must verify the appilcab➢Ity of design parameters and properly Incorporate this design Info the overall butlditlg design. &ac4 g Indicated is to prevent buckling of Individual Truss web and/or chord members only.Additional temporary and permanent bracing IYi�lek Is always required for stability and to prevent collapse wiih possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of Trusses antl truss systems,seeANSI/TPI1 Quality Crtterta,DSB-89 and BCSI Building Component 6904 Parke East Bhrd. Safety Information available from Truss Plate Instttute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job I Truss Truss Type Qty Ply 71 Carton kh 8 ext garage T9680948 Mil GRA HIP 1 1 Job Reference(optional) • Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc.Mon Oct 17 10:39:45 2016 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-AHgXAOE6owGdbOgXIZW wz5gaflsOMM3hBwOMPIySYRC r1 0-0 7-0-0 14-11-0 21-5.2 28-0-0 35-" 3__0-0 1-0-0 7-0-0 7-11-0 6-6-2 6-6-14 7-0-0 1-0_I Scale=1:61.8 4.00 12 5x8= 2x3 I I 3x6= 3x6= 4x8— 3 22 23 24 25 4 26 27 5 28 629 30 31 32 7 n N '21 2 8 9 To p b-k O 15 33 34 14 35 6x­103 = 36 37 38 1239 11 40 41 10 3x4= 2x3 11 3x6= 3x4=46= 2x3 1 3x5= 7-0-0 14-11-0 21-5-2 28-0-0 i 35-0-0 7-0-0 7-11-0 6-6-2 6-6-14 r 7-" Plate Offsets MY)-- f3:0-5-4 0-2-8) )7:0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.21 10-12 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.39 10-12 >623 180 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.11 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:153lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-1-10 oc pudins. 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 i REACTIONS. (lb/size) 2=774/0-8-0,13=3177/0-8-0,8=1246/0-8-0 Max Horz 2=78(LC 7) Max Uplift2—516(LC 8),13=-1909(LC 8),8=-799(LC 8) Max Grav2=778(LC 17),13=3177(LC 1),8=1246(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1467/855,3-22=747/1318,22-23=-747/1318,23-24=747/1318,24-25=-747/1318, 4-25=-747/1318,4-26=-747/1318,26-27—747/1318,5-27=-747/1318,5-28=-747/1318, 28-29—747/1318,6-29=747/1318,6-30=-1920/1225,30-31_1920/1225, 31-32=-1920/1225,7-32=-1920/1225,7-8=2869/1716 BOT CHORD 2-15=723/1342,15-33=-732/1382,33-34—732/1382,14-34=732/1382,14-35=-732/1382, 13-35—732/1382,13-36=-1107/1920,36-37=-1107/1920,37-38=-1107/1920, 12-38=1107/1920,12-39=-1524/2706,11-39=-1524/2706;11-40=-1 524/2706, 40-41=-1 524/2706,10-41=-1 524/2706,8-1 0=-1 513/2668 WEBS 3-15—155/711,3-13=-2806/1663,4-13=-8481795,6-13=-3446/2082,6-12=-87/648, 7-12=-835/507,7-10—177/660 NOTES- 1)6 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)`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)I Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. Al WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a inrss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall r iii 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,Alexandrla,VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply 71 Carkon kh 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 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-AHgXAO E6owGdbOgXIZWwz5gaflsOMM3hBwOMP IySYRC NOTES- 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)203 lb down and 329 lb up at 7-0-0,90 lb down and 155 ib up at 9-0-12,90 Ib down and 155 Ib up at 11-0-12,90 Ib down and 155 Ib up at 13-0-12,90 Ib down and 155 Ib up at 15-0-12,90 lb down and 155 lb up at 17-0-12,90 Ib down and 155 Ib up at 17-11-4,90 Ib down and 155 Ib up at 19-11-4,90 lb down and 155 lb up at 21-11-4,90 Ib down and 155 Ib up at 23-11-4,and 90 Ib down and 155 Ib up at 25-11-4,and 203 Ib down and 329 Ib up at 28-0-0 on top chord,and 452 lb down and 263 lb up at 7-0-0,63 Ib down and 3 Ib up at 9-0-12,63 Ib down and 3 Ib up at 11-0-12,63 Ib down and 3 lb up at 13-0-12,63 Ib down and 3 Ib up at 15-0-12,63 Ib down and 3 lb up at 17-0-12,631b down and 3 ib up at 17-11-4,63 Ib dovin and 3 Ib up at 19-11-4,631b down and 3 Ib up at 21-11-4,63 Ib down and 3 Ib up at 23-11-4,and 63 Ib down and 3 Ib 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=-147(B)7=-147(B)15=-452(B)13=-40(B)4=-90(B)10=-452(B)22=-90(B)23=-90(B)24=-90(B)26=-90(B)27=-90(B)28=-90(B)30=-90(B)31=-90(B)32=-90(B) 33=-40(B)34=-40(B)35=-40(B)36=-40(B)37=-40(B)38=-40(B)39=-40(B)40=-40(B)41=-40(B) • I ' I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not �® a truss system.Before use,the building designer must verify The applicability of design parameters and properly Incorporate this design Into the overall -•Y� building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing '-MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute-218 N.Lee Street-Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 71 Carflon ith a ext garage T9680949 M11392 J1 MONO TRUSS 8 1 Job Reference(optional) • Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Mon Oct 17 10:39:46 2016 Page 1 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 i 3x4= 1-0-0 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 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 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:5lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=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=15fh 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)'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 f't between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 5 lb uplift at joint 3,127 lb uplift at joint 2 and 2 lb uplift at joint 4. 6)'Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p/g � 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/1PI1 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 ith B ext garage T9680950 M11392 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:_kfiGCA6bx7j2Syl HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMyLiLK52_gQaSvxkySYRB -1-0-0 3-0-0 1-0-0 3-0-0 Scale=1:9.6 3 i 4.00 F12 2 i i i 1 4 3x4= 3-0-0 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d 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(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/fP12007 (Matrix-M) Weight:11 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0'oc 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 Horz 2=85(LC 8) Max Uplift3=-53(LC 8),2=-149(LC 8),4=-3(LC 8) Max Grav3=58(LC 1),2=184(LC 1),4=44(LC 3) FO i CES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 1)Wind:Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft eave=6ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)this truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)-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. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 53 lb uplift at joint 3,149 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i I i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MR-7473 rev.10/03/2015 BEFORE USE. D slgn valid for use only with MITek6 connectors.This design Is based only upon parameters shown,and Is for an Individual!wilding 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 ITS I' building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members oNy.Additional temporary and permanent brm_Ing MiTek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication,storage,delivery, and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,D56-89 and BCSI Building Component 9 ry ty 9 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 •Job I Truss Truss Type aty Ply 71 CarHon ith 8 ext garage T9680951 M11392 J5 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 j ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-eTEvOkFIZEOUDYFjJH29VIMuPiIJ52_gQa8vxkySYRB -1- 5-0-0 1-0-00-0 5-0-0 I Scale=1:12.9 3 4.00 12 2 I • 1 4 3x4= 5-0-0 5-0-o LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) Udefl Ud PLATES GRIP TICE 20.0 Plate Grip DOL 1.25 TC 0.36 Vert(LL) -0.02 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2014/-FPI2007 (Matrix-M) Weight:17lb FT=0 I 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. RE CTIONS. (lb/size) 3=100/Mechanical,2=274/0-8-0,4=47/Mechanical Max Horz2=123(LC 8) Max Uplift396(LC 8),2=194(LC 8) Max Grav3=1OO(LC 1),2=274(LC 1),4=75(LC 3) FO CES. (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 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)*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)Orovide mechanical connection(by others)of truss to bearing plate capable of withstanding 96 lb uplift at joint 3 and 194 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. .I ®iWARN1NG-Verlly design parameter and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE Mll-7473 rev.10/012015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a buss system.Before use,the building designer must verify the applicab�711y of design parameters and properly Incorporate this design Into the overall ppyy•� building design. &acing indicated Is To prevent buckling of individual buss web and/or chord members only.Additional temporary and permanent bracing �0 l'�k' is always required for stabliity and to prevent collapse with possibie personal InJury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI7 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Salety Inloan..,..available trom Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 i .Job Truss Truss Type Qty Ply 71 Carlton ith 8 ext garage T9680952 M11392 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-6golb4FNKYW Lrigvt_ZO2Wv5t6ZsgVE_fEtSUAySYRA -1-0-0 7-" 1-0-0 7-0-0 Scale=1:16.5 i 3 4.00 FIT I • 2 1 4 3x4= 7-0-0 7-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TC LIL 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 BCLL 0.0'' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n1a BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:23 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BO 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=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=15ft;B=70ft;L=35ft;eave=6fh Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f t between the bottom chord and any other members. 4)faefer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 140 lb uplift at joint 3 and 240 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a trtrss system.Before use,the building designer must verity the applicab011y of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing -MiTek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of Trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job TKJ7ss Truss Type Qty Ply 71 Canton ith 8 ext garage T9680953 M11392 MONO TRUSS 4 1 I 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-6golb4FN KYW Lrigvt_ZO2Wv656fCgSk_fEtSUAySYRA -1-5-0 6-8-12 9-10-1 i 1-5-0 6-8-12 3-1-5 Scale=1:21.1 4 2.83 12 3x4 3 I 2 1 ccc111 7 6 3x4= 2x3 11 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 TC l L 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.03 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.07 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) Weight:38lb FT=0% 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. (lb/size) 4=134/Mechanical,2=392/0-11-5,5=4401Mechanical 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOE CHORD 2-3=-789/349 ZCHORD 2-7=-4691746,6-7=46W746 WEBS 3-7=0/285,3-6=860/541 1 NOII 1)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=6ft Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)Ris 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 133 lb uplift at joint 4,266 lb uplift at joint 2 2nd 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)Ifl 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)bead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-2=-54 Trapezoidal Loads(pit) Vert:2=0(F=27,B=27)-to-4=-133(F=-39,B=-39),8=0(F=10,B=10)-to-5=-49(F=-15,B=-15) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MI/-7473 rev.1010312016 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��e 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 Mffek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. salety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown In ff-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth, TOP CHORDS diagonal or X-bracing,is always required. See SCSI. 1 c1-2 C2-3 2. Truss bracing must be designed by an engineer.For ®-/1 dr wide truss spacing,Individual lateral braces themselves 0 WEBS C�� 4 may require bracing,or alternative Tor I T O U bracing should be considered. �� p O 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. a O 0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C7-s c5a designer,erection supervisor,property owner and plates 0-'lid'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5, Cut members to bear tightly against each other. 6, Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1, connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. "Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the width measured perpendicular ESR-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 14.Bottom chords require lateral bracing at 10 ff.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. , 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 ra I DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20,Design assumes manufacture in accordance with Guide_to_Good_P_ractice_for_Handling, — ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate u iek Connected Wood Trusses. MiTek Engineering Reference Sheet; Mll-7473 rev. 10/03/2015