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HomeMy WebLinkAboutMitek, truss 1 II Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek ® RE: M11412.- Carlton 299 MiTek USA, Inc. Site Information: 6904 Parke East Blvd.Customer Info: Wynne Development Corp Project Name: M11412 Model: Tampa,FL 33610-4115 Lot/Block: Subdivision: Address: unknown City: St Lucie County State: FL Name Address and License#of Structural Engineer of Record, If there is one,for the building. Name: License#: Address: City: State: General Truss Engineering Criteria& Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code:.ASCE 7-10 [All HeighII Wind Speed: 165 mph Roof Load: 31.0 psf Floor Load: N/A psf This package includes 14 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 T10152074 A 1/3/17 12 I T10152075 Al J 1/3/17 13. I T10152076 I A2 11/3/17 I I4 I T10152077 I A3 11/3/17 I 5 T10152078 A4 1/3/17 � 1 6 T10152079 1 ATA 1/3/17 1 7 T10152080 1 ATB 18 I T10152081 I BHA 11/3/17 I 19 I T10152082 I GRA 11/3/17 I 110 I T10152083 I J2 11/3117 I 111 I T10152084 I J4 12 I T10152085 J6 _ 11/3/17 113 I T10152086 I J8 11/3/17 I 114 I T10152087 I KJ8 11/3/17 I The truss drawing(s)referenced above have been prepared by MiTek USA,Inc. under my direct supervision based on the parameters ,o®'�p�Q..IN.VET o�eo, provided by Chambers Truss. ®•o �•.��G NsF•��I °�®®� Truss Design Engineer's Name: Velez, Joaquin 68182 My license renewal date for the state of Florida is February 28,2017. *:• ;•a�r 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 OF 44J designs comply with ANSI/TPI 1. These designs are based upon parameters ✓0,�•. A% P ;`y�v shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ®i °•., O R O•.•• given to MiTek. Any project specific information included is for MiTek's customers nor ss•.......• ��% file reference purpose only,and was not taken into account in the preparation of °e ?/ON Ati a%1% these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Joaquin Velez PE No,68182 should verify applicability of design parameters and properly incorporate these designs MR USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL33610 Date: January 3,2017 Velez,Joaquin I of 1 '� i Job Truss jTruss Type aty Ply Carlton 299 T1o152074 M11412 A (SPECIAL 1 1 Job Reference(optional 6 MiTek Industries,Inc.Tue Jan 03 15:32:53 2017 Page 1 Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 201 I D:kFvnsnOwY419ZhO_nM31 c6ylJ9g-4ntSa2sKCsl Fiv2mp6BOOlOgROoUHYY R3oSGcczzl kB 1•0-0 8.6-0 110� 13.8-0 19.4-15 26-0-0 28-9-4_y 36-0-0 y�7•o� -0.0 8-6.0 1-6-0 3-8-0 5-8-15 6-7-1 ---r 2-9-4 7-2-12 '1-0-0 Scale=1:64.7 4.00 F12 1.4 IN 5x8= 4x4= 4x4= 5x8 MT18HS= , 3 4 22 235 6 24 25 7 3x4 I 8 II N 13 6x10MT18HS= o — � 15 14 4x4= 3x4= 3x8= 3x4= SM= 2.00 12 4x10:Z- l 10-0-0 13-8-0 19-10-0 24-6-0 26-0-0 36-" _ 10.0.0 3-8-0 —� 6-2-0 4 8-o r 1.6-0 10-0-0 'I Plate Offsets(X Y)=LZ_0-0-2 Edgej�4:0 5-4 0-2-8 i7:0-5-8 0-2-8i f9:0-2-10 Edgei LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.68 12-13 >635 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.54 12-13 >280 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.53 9 n/a rl/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.9412-13 >458 240 Weight:162lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30`Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-7:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1404/0-8-0,9=1368/0-8-0 Max Horz 2=-121(LC 6) Max Uplift2=-856(LC 8),9=-837(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3090/1801,3-4=-2890/1729,4-22=-3250/1975,22-23=-3250/1975,5-23=-3250/1975, 5-6—4867/2851,6-24—6373/3593,24-25=-6373/3593,7-25=-6373/3593, 7-8=-5465/3041,8-9=-5795/3310 BOT CHORD 2-15=-1577/2863,14-15=-1408/2714,13-14=-1754/3263,12-13=-2670/4938, 11-12=-2745/5261,9-11=3059/5513 WEBS 3-15=351/345,4-15=238/436,4-14=472/798,5-14=-953/614,5-13=974/1792, 6-13=826/560,6-12=776/1575,7-12=976/1705,7-11=24/365,8-11=-332/328 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=12ft;B=59ft;L=36ft eave=5ft;Cat.II; j Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)This truss has been designed for a 10.0 psi 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 856 lb uplift at joint 2 and 837 lb uplift at joint 9. 9)"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 MTTEK REFERANCE PAGE MO-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek0 ronnecfors.I1hls design Is based only upon parameters shown,and Is for an individual building component•not a fnw system.Before use,the bullding designer must Verify the apPlicablflty m rs of design paraete and property Incorporate this design into the overall p�r g i building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or eMrd members only.Addlllonal temporary and permanent bracing M W Is always required for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery•erection and bracing of trusses and truss systems,seeANSI/TPI l Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available front Truss Plate Institute.218 H.Lee Street,Sulte 312,Alexandria.VA 22314. Tampa,FL 33610 _ it I F101111 Truss Truss Type Qty Ply Carlton 299T10152075 Al SPECIAL 1 1 Job Reference optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:32:53 2017 Page i _ I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-4 ntSa2sKCsIFiv2mp6BQOi OuZOoNhYS R3oS6cczz 1 k8 11 0-Q___ 8-6-0 12---o 18-7-4 5-4-12 4-9-4 3-2-124.0-9 y 0-0� 8-6-0 3.6-0 6-7-4 5-4-12 4-9.4 7-2-12 y 0-0 Scale=1:64.7 I 5x6= 3x4= 5x6= 4.00 FIT 4 21 5 22 6 3x4 I I 3x4 C 3 I 7 ur 2 _ _- 7 a dj1 --- 7x8MT18HS= 10 o 14 13 3x4= 3x4 II 4x5= 3x4= 6x8= 2.00 12 4x10 i= f 8-6-0 1 18-0-0 24-6-0 28.9-4 36-0-0 8.6-0 5-2-0-2-0 4.4 0 6-6-0 4-3-4 7-2-12 Plate Offsets(X Y)-- f8:0-2-10,Edge],[13:0-4-0,0-2-13) LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25LBC 0.53 Vert(LL) -0.56 10-11 >769 360 MT20 244/190 TCDL 7.0 Lumber DOL 1,25 0.94 Vert(TL) -1.2911-12 >335 240 MT18HS 244/190 BCLL 0.0 ' Rep Stresslncr YES 0.74 Horz(TL) 0.48 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007atrix-M) Wind(LL) 0.77 10-11 >559 240 Weight:163lb FT-20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-9 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 5-13 REACTIONS. (lb/size) 2=1402/0-8-0,8=1370/0-8-0 Max Horz2=143(LC 6) Max Uplift2=-856(LC 8),8=-836(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=3122/1776,3-4=-3086/1887,4-21=-2664/1628,5-21=-2664/1628,5-22=-3686/2196, 6-22=-3686/2196,6-7=5220/2924,7-8=-5824/3269 BOT CHORD 2-14=-1552/2692,13-14=-1318/2532,12-13—1966/3746,11-12=-2376/4574, 10-11=3025/5547,8-10=-3018/5536 WEBS 3-14=-325/322,4-14=357/591,4-13=-138/423,5-13=-1333/734,5-12=129/499, 6-12=-968/467,6-11=971/1920,7-11=635/430 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASCE 7-10;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opst;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconCUrrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 856 lb uplift at joint 2 and 836 lb uplift at joint 8. 9)"Semi-rlgid 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 IvtilekS)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 pararnelers and properly Incorporate this design into The overall V building design. Bracing indicated Is to prevent truckling of Individual truss web and/or chord members only.Additional lemporary and permanent bicxdng Mffek' Is always required for slabillty and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and tracing of inusses and fniss systrns,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,Alexandra.VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply Ca M11412 iSPECIAL 1 rimon 299 T10152076 A2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:32:54 2017 Page 1 I D:kFvnsnOwY419ZhO-nM3lc6yIJ9g-YzRroOtyzAQ6K3dyMgif xVxzso8ia4Yal SCf82zz1 k7 • }1�0.0 8-6-0 14-0-0 22-0.0 I 24-6.0 1 28-9-4 36-0-0 7.0-q Y-0.0 8-6-0 5•6-0 8-0-0 2-6-0 4-3.4 7-2-12 vo-0 Scale=1:64.7 5x6= 5x6= 4.00 12 4 5 4x6 ZZ 6 3x4 3x4 3 7 N i ,n1 2 ��. 12 7x8 MT18HS= 10 df 3x10 3x4 II - o d - 14 13 3x4 I 5x6= _ 4xl0,= 3x6 2.00[12 8-6-0 i 13-8-0 22-0 0 24-6-0 28-9-4 36-0-0 f 8 6 0 5-2-0 8-4.0 2-6-0 43-4 7-2-12 Plate Offsets(X,Y)-- (2:0-3-14 00, 1-88jj8:0-2-10,Edgel LOADING(psi) SPACING- 2-0-0 CSI. i DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.55 10-11 >791 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.25 10-11 >345 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.46 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.75 10-11 >573 240 Weight:164Ib FT 20% _ LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceffing directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1402/0-8-0,8=1370/0-8-0 Max Horz 2—165(LC 6) Max Uplift2=855(LC 8),8=-837(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3133/1789,3-4=-2576/1547,4-5=-3401/2001,5-6=-3554/2057,6-7=-5231/2944, 7-8=-5828/3267 BOT CHORD 2-14=-1566/2904,13-14=-1566/2904,12-13=-1236/2444,11-12=-2617/5003, 10-11=3023/5548,8-10=3016/5538 WEBS 3-13=-621/402,4-12=-532/1152,5-12=-353/789,6-12=-2159/1221,6-11=1003/1864, 7-11=619/402 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12fh B=59ft;L=36ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconCUrrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)8 considers parallel to grain value using 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 855 lb uplift at joint 2 and 837 lb uplift at joint 8. 9)"Semi-rigid pltchbreaks 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 MITeIrD connectors.this design Is Lased 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 rvrrameters and properly Incorporate this design Info the overall I 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 fabricatlon,storage,delivery,erection and bracing of busses and 11USS systems,seeANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.21814.Lee Street,Sulte 312.Alexandria.VA 22314. Tampa,FL 33610 i I Job Truss !Truss Type Oly Ply A3 SPECIAL 1 Carlton 299 T10152077 • M11412 E 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan D3 15:32:55 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-09?D?kuakTYzxDCBwXDuTj U EyC U_9SDkX6xDgUzz 1 k6 i1-0-0 8-6-0 16-0-0 20-0-0 24-6-0 28-9-4 36.0-0 7-0-0 0-0 6-6-0 7.6.0 4-0-0 4.3.4 7-2-12 -0-0 Scale=1:65.8 4.00 12 5x6= 5x6= 4 5 4x6 C Sx8% 6 4x6 3 7 3x4 8 A _ n N 121 N 2 -___ s--`— -�-- 9 10 t2 JTf - 13 7xB MT18HS= 11 �._�_. 1 m 0 14 4x6= 3x4 II o 15 , 3x4 II 5x6= _ 4x10i-;- 3x6% 2.00 F12 p-6-0 I_ 13-8-0 h 20-0-0 24-6-0 28-9.4 36-0-0 8-6-0 5-2-0 6-4-0 4-6-0 4.3-4 7-2-12 _ Plate Offsets(X,Y)-- [2:0-3-14,0-1-B]z 3:0-4-0,0-3-01,[7:0-3-O,Edge),[9:0-2-10,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 I Vert(LL) -0.56 11-12 >774 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.27 11-12 >339 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B b.73 Horz(TL) 0.48 9 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.77 11-12 >561 240 Weight:166lb FT 20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-4 oc puriins. 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 6-13 REACTIONS. (lb/size) 2=1401/0-8.0,9=1371/0-8-0 Max Horz2=187(LC 7) Max Uplift2=854(LC 8),9=-838(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3178/1831,3-4=-2538/1520,4-5=-2686/1641,5-6=-2847/1681,6-7=-5238/2970, 7-8—5260/2962,8-9=-5827/3267 BOT CHORD 2-15=1611/2953,14-15=1610/2955,13-14=1170/2358,12-13=-2645/5041, 11-1 2=-3022/5547,9-11=-3016/5537 WEBS 3-1 5=012 5 3,3-14=-740/508,4-13=-235/640,5-13=-346/678,6-13=-2700/1535, 6-12=981/1910,8-12=-587/372 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=12ft;B=59ft;L=36ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)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 ANSItTPI 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 854 lb uplift at joint 2 and 838 lb uplift at joint 9. 9)"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 MITEK REFERANCE PAGE 01-7473 rev.101=015 BEFORE USE. Design valld for use only with MITekB)connectors.This design Is based only upon pu ranteteis shown,and Is for an IndlNdual twllding component not a truss systern.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design info 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 fVf iT®k� Is always required for slabtilly 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/IPII 9uailty 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 City Ply Carlton 299 T10152076 Ml 1412 A4 SPECIAL 8 i Job Reference o tional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries.Inc. Tue Jan 0315:32:55 2017 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6yjJ9g-09?D?kuikTYzxDC8wXDuTjUEoCU39PzkX6xDgUzzlk6 1-0- 8-6-0 8-6-0 13-8-0 18-0-0 24-6-0 28-9-4 36-0-0 t"-- Y-0-0 8-6-0 —� 5-2-0 - - 4-4-0 6.6-0 4-3-4 7-2-12 1.0-0 it Scale:3/16°-T 4.00 F12 5x6= i 6 3x4 � 3x6% 5 5x6 a46 z 7 3x4% 4 8 3x4 3 9 13 10 v'1 2/ f-- -~ 7x8MT18HS= 12 111 J/ — 14 3x4 11 0 111 16 15 - 4S 4x5= 3x4 11 5x12= 2.00 12 4x10 zz 8-6-0 13-8-D 18-0-0 24-6-0__ 28-9-4 36-0-0 h 8-6-0 5-2-0 d-4-0 T 6-6-0 4-3-4 --r 7-2-12 r Plate Offsets(X Y)=8:0-3-0,Edael,f 10:0-2-10 Edgel LOADING(psf) SPACING- 2-0-0 CSI. , DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 ; Verl(LL) -0.59 13 >727 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(TL) -1.35 13 >319 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.94 } Horz(TL) 0.51 10 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.82 13 >526 240 Weight:168lb FT=20% — LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-7-2 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. j WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14 i REACTIONS. (lb/size) 2=1402/0-8-0,10=1370/0-8-0 Max Horz2=-208(LC 6) Max Uplift2=-856(LC 8),10=-837(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3134/1785,3-4=-2567/1537,4-5=-2519/1549,5-6=-2382/1452,6-7=-2402/1439, 7-8=-5227/2989,8-9—5285/2982,9-10=-5809/3250 BOT CHORD 2-16=-1562/2905,15-16=-1562/2905,14-15_1235/2431,13-14=2670/5074, 12-13=-3006/5529,10-12=-3000/5519 WEBS 3-16=01262,3-15=-622/394,5-14—337/225,6-14=-644/1182,7-14=-3080/1761, 7-13=-965/1930,9-13=-539/332 NOTES- i 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=12ft;B=59ft;L=36tt;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'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)Bearing at joint(s)10 considers parallel to grain value using ANSI/TPI 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 856 lb uplift at joint 2 and 837 lb uplift at joint 10. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i i i i i ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/0312016 BEFORE USE. *�*� Design valid for use only witty 1,AilekO connectors.This design Is based only upon parameters shown,and Is for an individual[wilding corriponenl,not a truss system.Before use,the building designer must verity the applicability of design parameters and property incorporate IMs design Into the overall brlding design. Bracing indicated is to prevent truckling 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 pomble personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systerns,se-eANSVTPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safely Information available Rom Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I JJob Tnrss 'Truss Type Qty 7JIob arlton 299 T10152079 M11412 ATA COMMON 6 Reference(optional) Chambers Truss. Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tus Jan 03 15:32:56 2017 Page 1 I D:kFvtlsnOwY419Zh0_nM3lc6y1J9g-LILYbC4vCVnggZNnLU Fk8OwOSMbwTOzBtlinhmCxzzl k5 1-0- 8-1-1 _ 13-10-2 22-1-14 27-10-15 36-0-0 7 0^q 0 8-1-1 +^ 5-9-1 r 4-1-14 4-1-14 5-9-1 8-1-1 ---�— 1-0-0 ! Scale=1:62.4 4.00 12 5x6= 6 3x4 1 24 3x4 11 25 3x6% 5 7 3x6 s 3x4 4 8 3x4� 1 i 3 ' 9 j N1 2 10 11 N d o 17 16 15 26 27 14 13 12 = 3x4 I I 4x6 3x8= 3x8= 4x6 3x4 I I 4x5 4x5 = I 8-1-1 13-10-2 22.1-14 +_ 27-10-15 36-0-0 ' 8-1-1 5-9-1 8-3-12 5-9-1 8-1-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/dell Ud PLATES GRIP j TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 I Vert(LL) -0.26 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.70 14-15 >621 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.49 Horz(TL) 0.16 10 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.31 14-15 >999 240 Weight:172 Ib FT 20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-8-13 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-1-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1436/0-8-0,10=1436/0-8-0 Max Horz 2=208(LC 6) Max Uplift2—796(LC 8),10—796(LC 8) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-3311/1660,3-4=-2709/1348,4-5=2658/1362,5-24=2709/1437,6-24=-2658/1463, 6-25=-2658/1463,7-25=-2709/1437,7-8=-2658/1362,8-9=-2709/1348,9-10—3311/1660 BOT CHORD 2-17=-1450/3079,16-17—1450/3079,15-16=-1450/3079,15-26_776/2019, 26-27—776/2019,14-27—776/2019,13-14=-1450/3079,12-13=-1450/3079, 10-12=-1450/3079 WEBS 6-14=-469/969,7-14=323/234,9-14=636/451,6-15=-469/969,5-15=-323/234, 3-15=-636/451 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=12ft;B=5911;L=361t;eave=sit;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)100.01b AC unit load placed on the top chord,18-0-0 from left end,supported at two points,6-0-0 apart. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 796 lb uplift at joint 2 and 796 lb uplift at joint 10. 7)"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 MITEK REFERANCE PAGEMII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MI IekO connectots.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 pamrywleis 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 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 syslerns,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 Carlton299 T10152080 M11412 ATB (COMMON 1 1 Job Reference o tjonal I P� ' Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries,Inc. Tue Jan 03 15:32:57 2017 Page 1 ID:kFvnsnOwY4]9ZhO_nM3lc6ylJgg-yY6zQQvrG5ohBXMX2yGNY8Zes?KcdOx1_QQKINzz1 k4 )iT0-� 13-10.2 18-0-0 22-1-14 27.10.15 36-0-0 _Q7-0-0 1-0-0 8-1-1 5-9-1 4-1-14 r 4-1-14 5-9-1 8-1-1 Scale=1:62.4 4.00 F12 5x6= 6 3x4 II 25 26 3x4 II 3X6% 5 7 3x6 0 3x4 4 8 3x4 3 9 01 2 ; 10 11 N 18 17 16 15 27 28 14 13 12 3X5= 3x4 II 3x6= 6x8= Gx8= 3x6= 3x4 it 3x5= 8-1-1 13-10-2��5-2-01 21-10-0 22}.1�14 27-10-15 36 0-0 8-,-1 5-9-1 1-3-14-3-14 6-8-0 0.3-'14 5-9-1 8-1.1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP' TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.05 18-21 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.16 18-21 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.58 Horz(TL) 0.02 15 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Wind(LL) 0.07 16-18 >999 240 Weight:172 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. All bearings 0-8-0. (lb)- Max Horz2=208(LC 7) Max Uplift All uplift 100 lb or less at joint(s)15 except 2=-452(LC 8),14=-837(LC 8),10=264(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=717(LC 17),14=1586(LC 1),10=435(LC 18),15=326(LC 13) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3—1170/631,3-4=454/279,4-5=-400/292,5-25=-453/366,6-25=-400/392, 6-26=194/717,7-26=-217/637,7-8=-297/727,8-9=-306/639,9-10=-296/225 BOT CHORD 2-18=-476/1094,17-18=-476/1094,16-17=-476/1094 WEBS 6-14=-1054/539,7-14=-319/232,9-14=-743/504,9-12=0/277,6-16=435/665, 5-16=-318/230,3-16=-771/498,3-18=0/299 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=12fh B=59ft;L=36ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MIN FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)100.Olb AC unit load placed on the top chord,18-0-0 from left end,supported at two points,6-0-0 apart. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=1 O.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15 except Qt=ib) 2=452,14=837,10=264. 7)"Semi-rigid pitchbreaks including heels"Member and fixity made]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.1010312016 BEFORE USE. Design valid for use ody 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 applicablllly of design parameters and properly Incorporate this design Into the overall r building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for sta Ally and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,ereclion and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSE-89 and BCSI Building Component 6904 Parke East BNd. 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 Carlton 299 - T10152081 M11412 BHA iCOMMON 1 1 Job Reference o tional) i Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:32:58 2017 Page 1 ID:kFvnsnOwY419Zh0 nM3lc6y1J9g-QkgLdmwTIOwYohwjbgnc5L6i8PbgMorAD4AtHpzzik3 16.0.0 22-10-15 6-0-0 12-0-0 14-a0 �15 _ 11 8-0-02aao 2 -0 �..___ 4-0-C, 28-0-0 360.0 10-0 8-a0 4-0-0 2-0-0 1-6-0 2-0-0 20.0 2-0-0 0-1 a1 4-0-0 8-0-0 1-a0 0-6-0 1-1-1 Scale=1:66.0 THIS COMPONENT IS TO BE USED IN CONJUNCTION WITH A RIGID DIAPHRAGM. TOP CHORD MUST BE BRACED BY END JACKS, THIS DIAPHRAGM MUST BE CAPABLE OF ROOF DIAPHRAGM,OR PROPERLY CONNECTED TRANSFERRING ROOF LOADS TO THE GROUND 5x6= PURLINS AS SPECIFIED. WITH NEGLIGIBLE LATERAL DEFLECTIONS. 9 12 14 7 7x10� 16 18 7x10� 5 'i 4.00 12 3X6 I 5 c = - ' vq 3 8 0 17115- 20 `--� ,n 2 21 22 ,n N o — 27 25' 28 2 23 �— o 24 = 3x6 II 4x6= 6x8= 6x8= 3x6 3x5 I 9x5= 3x6= � I 8-0-0 15-6-0 22-10-15 23-0-0 36-0-0 , _ B-0-0 7-6-0 7-4-15 5-1-1 8-0-0 Plate Offsets(X,Y)-- [2:0-0-2,Edge1,[3:0 3-S,Eclge] 11:0-3-0 0-3-0] (20:0-3-S,Edgej,[21:0-1-10,Edge],[25:0-3-8,0-3-OL_ 1 i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC. 0.73 Vert(LL) -0.08 28-31 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.23 26-28 >822 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.80 Horz(TL) 0.05 21 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.11 28-31 >999 240 Weight:208 lb FT=20% LUMBER- BRACING- �! ' TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-4 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 20-25 ! 2 Rows at 1/3 pts 3-26 JOINTS 1 Brace at Jt(s):8,4,14,16,18 REACTIONS. All bearings 0-8-0 except Qt=length)25=0-11-5. (lb)- Max Horz2=208(LC 6) Max Uplift All uplift 100 lb or less al joints)except 2=-600(LC 8),26=-1540(LC 8),25=-1238(LC 8),21=-477(LC 8) Max Grav All reactions 250 lb or less at joints)except 2=1010(LC 13),26=2886(LC 13),25=2423(LC 14). 21=791(LC 14) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2137/1073,20-21=1372/663,3-4=-212f715,4-6=-212f715,6-8=-2 1 2171 5, 8-10=-212/715,10-11=-212/715,11-13=212/715,13-15=-212/715,15-17=212/715, 17-19=-85/605,19-20—85/605,3-5=-199/421,5-7=111/390,7-9_32/343,12-14=0/255, 16-18=-66/300,18-20=-205/362 BOT CHORD 2-28=-900/2124,27-28=-855/1984,26-27=-855/1984,25-26=-848/516,24-25—457/1106, 23-24=-457/1106,21-23=-506/1240 WEBS 8-26=-1340/1011,17-25—989/761,3-28=-390/1209,3-26=-3116/1622,20-23=424/1154, 20-25=2262/1126,9-10=-710/571,6-7=-308/242,15-16=465/374,18-19—499/420 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=12ft;B=59ft;L=36ft;eave=5ft;Cat.II; Exp C;Encl.,GCpt=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 3x4 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 600 lb uplift at joint 2,1540 lb uplift at joint 26,1238 lb uplift at joint 25 and 477 lb uplift at joint 21. 8)Girder carries hip end with 8-0-0 end setback. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Graphical purlin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 11)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 28-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 12)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). Sy Standard WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.101=015 BEFORE USE. Design valid for use only with MIIekFJ connectors,this design Is based only upon raaramelers shown.and Is for on Individual building component,not a truss system.Before use,the building designer must verify the appticablllty of design parameters and properly Incotporale,Ihis 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 brac I�/�4ng I V1f 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 syslerns,seeANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from lass Plate Institute,21811.Lee Street Stilte 312,Alexandria,VA 22314. Tampa,FL 33610 Lob Truss Truss Type Qty Ply Carlton 299 i T10152081 412 BHA COMMON t 1 i Job Reference(optional) Chambers Truss, Fort Piarce.FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:32:58 2017 Page 2 I D:kFvnsnOwY419Zh(D_nM3lc6ylJ9g-QkgLdmwT 1 OwYohw)bgnc5L6i8PbgMorAD4 AtHpzzi k3 I LOAD CASE(S) Standard 1)Dead+Root Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=54,20-22=54,28-29—20,23-28=47(F=-27),23-32=-20,3-12=-126(F=-72),12-20=-126(F=-72) Concentrated Loads(lb) Vert:28=641(F)23=-641(F) i i I '1 i I I i i i �I i i I I f I i i I i �I I ®WARNING-Verlly design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Met Design valid for use only with MITekO connectors.this design is based only upon parameters shown,and Is for an Individual building component,nab a truss system.Before Lrse,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the over ! building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the p p fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI l Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute.218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job FGR s Truss Type Qty Ply Carlton 299 T10152082 • M11412 I HIP 1 1 Job Reference{optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:32:59 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-uwEkr5x5ti2PQgVw9NlreZegGpuO5DaJRkvQpGzz1k2 - }110..9 8-0.0 i 13-8-0 _ 18-0-0 22-4-0 28-0-0 36-0-0 '7d y-0.0 8-0-0 5-8-0 4-4-0 4-4-0 5-8-0 8-0-0 1-0-0' Scale:3/16"=l' Sx8 MT18HS= 5x8 MT18HS= 4.00 F12 3x4 II 5x12= 3x4 II 3 22 234 5 6 24 25 7 N N1 2 I 8 g n w 10 O 15 14 13 12 11 10 4xG= 3x6 11 5x6 W B= 6x12= 3xG I I 4x6— 6x12= 5x6 WB= 1 B-0-0 13-8-0 22.4.0 28-0-0 36-0-0 8-0-0 5-8-0 8-8-0 5-8-0 8-0-0 Plate Offsets(X,Y)-- 13:0-5-4,0-2-81, 5:0( 6-0,0-3-0 17 0-5-4 0-2-8] I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.15 10-12 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Vert(TL) -0.50 12-13 >538 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WE 0.96 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.2210-12 >999 240 Weight:164lb Ff-=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-3-12 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-11 oc bracing. WEBS 2x4 SP No.3*Except* WEBS 1 Row at midpt 3-13,5-13 4-13,6-12:2x6 SP No.2 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=444/0-8-0,13=4133/0-8-0,8=1443/0-8-0 Max Hotz2=99(LC 7) Max Uplift2=-327(LC 8),13=-2631(LC 8),8=-964(LC 8) Max Grav2=499(LC 13),13=4812(LC 13),8=1671(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3_439/227,3-22=1453/2810,22-23=-1453/2810,4-23_1453/2810,4-5—1453/2810, 5-6=-3008/1704,6-24=-3008/1704,24-25=-3008/1704,7-25=-3008/1704,7-8=4045/2161 BOT CHORD 2-15=127/424,14-15—149/485,13-14=-149/485,12-13=279/480,11-12=-1944/3827, 10-11=1944/3827,8-10=-1922/3766 WEBS 3-15=-413/1131,3-13=-3603/1912,4-13=-864/710,5-13—3873/2256,5-12=-1465/2971, 6-12=826/689,7-12=-941/467,7-10—409/1125 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=12ft;B=59ft L=36ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise Indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6).This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 327 lb uplift at joint 2,2631 lb uplift at joint 13 and 964 lb uplift at joint 8. 8)Girder carries hip end with 8-0-0 end setback. 9)"Semi-rigld pltchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 10)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)967 lb down and 461 lb up at 28-0-0,and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection devices)is the responsibility of others. 11)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with MlfekF)canneclors,lhis design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must veilly the applicablllh/of design puiamelers and properly Incorpoiale this design into the overall -ate 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 will possible personal Injury and property damage, for general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and huss systems,seeANSI/11311 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 Y Truss Type Qty P y Carlton 299 T10152082 M11412 GRA f HIP 1 1 _ Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries.Inc. Tus Jan 03 15:32:59 2017 Page 2 ID:kFvnsnOwY419Zh0_nM3tc6y1Jgg-uwEkr5x5ni2PQgVwgNlreZegGpu05baJRkvQpGzz1 k2 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) Vert:1-3=-54,3-7=-126(F=-72),7-9=-54,15-16=-20,10-15—47(F=-27),10-19=20 Concentrated Loads(lb) Vert:15=-641(F)10=-641(F) i i I I I i I I I I I i I ;i I I I i I I I I i I I I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll--7473 rev.1010312015 BEFORE USE Design valid for use orgy with MITekOa conneclorsAhis design Is based only upon parameters shown,and Is for on Individual building component.not a truss sysfein.Before use,Iho building designer must verify the applicability of design parameters and properly Incorporate lhts design into the overall �A T building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing 7tl10 k• IS 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 huss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available horn Truss Plate Institute.218 N.Lee Street,Suite 3)2.Alexandria.VA22314. Tampa,FL 33610 Job Truss 11 russType� Qiy Ply Carlton 299 T10152083 M11412 J2 I MONO TRUSS B 1 Job Reference(2ptionap Chambers Truss. Fort Pierce,FL 7.640 s Apr 19 2016 MiTsk Industries,Inc. Tue Jan 03 15:32:59 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-uwEkr5x5ni2PQgVw9NlreZeOZp3v5RZJRkvQpGzz1 k2 1-0-0 2-0-0 1-0.0 I 2-0-0 Scale=1:7.9 3 4.00 12 I 2 1~ i� 1 I 4 3x4= I 2.0-0 2-0-0 LOADING(psf) SPACING- 2-0-0 CSI. i DEFL. in (loc) I/de11 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 7 >999 360 MT20 244/190' TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(TL) 0.00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lf P12007 (Matrix-M) Wind(LL) 0.00 7 >999 240 Weight:8 lb FT'--20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=36/Mechanical,2=143/0-8-0,4=21/Mechanical Max Horz2=67(LC 8) Max Uplift3=-30(LC 8),2=131(LC 8),4=-3(LC 5) Max GraV3=38(LC 13),2=143(LC 1),4=29(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=12Bmph;TCDL=4.2psf;BCDL=3.Opst;h=12ft;B=59ft;L=36ft eave=5ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 30 lb uplift at joint 3,131 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 it II I ®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 MITek8 connectors.This design Is based only upon parameters shown,and Is for an Individual building component not a inks system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall r bilding design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' i is always required for stability and to prevent collapse with possible,personal Injury and property damage. For general guidance regardng the fabrication,storage,dellvery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 li I Job Truss Truss Type Qty Ply Carlton 299 T10152064 M11412 J4 MONO TRUSS 8 1 Job Reference(o tp ionai)__ Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M7ek Industries.Inc. Tue Jan 03 15:32:59 2017 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-uwEkr5x5ni2PQgVw9NlreZe_5p1 x5RZJRkvOpGzz 1 k2 100 400 1.0-0 I 4-0.0 Scale=1:11.2 3 X1111 4.00 12 t2 r 2 3x4= 4 4-0-0 4.0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 1 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DO 1.25 BC 0.16 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 I Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.01 4-7 >999 240 Weight:14lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pLirlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=77/Mechanical,2=224/0-8-0,4=38/Mechanical Max Horz 2=102(LC 8) Max Uplift3=73(LC 8),2=-168(LC 8),4=-2(LC 8) Max Grav3=80(LC 13),2=224(LC 1),4=58(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=12ft;B=59ft;L=36ft eave=51t;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 73 lb uplift at joint 3,168 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 MrrEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. � Design valid for use only with MITek®connectors.This design is based only upon parameters sholnm,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicabBity of design parameters and property Incorporale This design Into the overall twllding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or ctvjrd members only.Additional temporary and permanent bracing W iTek" Is always required for stability and to prevent collapse wlih possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systerns,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.Mexandda,VA 22314. Tampa,FL 33610 — I I Job Truss Truss Type Oty TP,11 Carlton 299 T10152085 M11412 J6 MONO TRUSS 8 Job Reference o tional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:33:OOi2017 Page 1 I D:k FvnsnOwY419ZhO_nM3lc6ylJgg-M7o62 RyjYOAG2_46j4p4AmB4sDJMqupTgOf_Lizz11 k1 100 600 r -- 1.0-0 r 6-0.0 Scale=1:14.8 3 -1 4.00 12 - 1 2 3x4= 4 I 6.0-0 6-0-0 i LOADING(psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.53 + Vert(LL) -0.03 4-7 >999 360 MT20 244/19d TCDL 7.0 Lumber DOL 1.25 BC 0.41 i Vett(TL) -0.08 4-7 >831 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a rda BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Wind(LL) 0.04 4-7 >999 240 Weight:20 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=118/Mechanical,2=316/0-8-0,4=53/Mechanical Max Horz 2=140(LC 8) Max Uplift3=-115(LC 8),2=-215(LC 8) Max Grav3=123(LC 13),2=316(LC 1),4=88(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=1214;B=59ft;L=36ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 lb uplift at joint 3 and 215 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 MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with 1011ek i connectors.lhls design Is based only uryin rxirameters shown,and Is for an individual building component,not a lnrss system.Before use,flip building designer must verify the applicability of design porameleis and properly Incorporate this design Into the overall Iva building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MTek' 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,erection and bracing of trusses and trips systems seeANSI/TPII Quality Criteria,DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply �C,rlton T10152086 299 M11412 JB IMONOTRUSS 22 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:33:00 2017 Page 1 1 D:kFvnsnOwY419Zh0_nM3lc6y1J9g-M7o62RyjYOAG2_46j4p4An1B7zDMoqupTgOf_Lizz1 k1 T1.0.0 8-0-0 1-0-0 8-0-0 Scale=1:19.2 3 4.00 12 i 2 3x4= 4 8-0-0 B-0-0 Plate Offsets(X YL=2:0-1-6 Edgel LOADING(pst) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.23 4-7 >407 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 j Vert(TL) -0.21 4-7 >440 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-M) Weight:26lb 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. REACTIONS. (lb/size) 3=1 61/Mechanical,2=404/0-8-0,4=70/Mechanical Max Horz2=178(LC 8) Max Uplift3=-167(LC 8),2=455(LC 8),4=-114(LC 8) Max Grav3=161(LC 1),2=404(LC 1),4=119(LC 3) i 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=12ft;B=59ft;L=36ft;eave=5ft;Cat.II; Exp C;Encl.,GCpl=0.18;MW FRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girders)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 167 lb uplift at joint 3,455 lb uplift at joint 2 and 114 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-Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE M11--7473 rev.1010312015 BEFORE USE. Design valid for use only with MlTeku connectors.This design Is based only upon parameters shown,and Is for an Individual t0lding component,not p` a buss system.More use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall ��y building design. Bracing Ir0icated Is to prevent brrakling of Individual frrss web and/or chord members only.Additional temporary and permanent bra-,tng ;��Tek• Is always required for sfabflity and to prevent collapse with ryissibie personal Injury and property damage. For general guldonce regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TP1I 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 P y Carlton 299 T10152087 M11412 KJ8 I MONO TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:33:01 2017 Page 1 1 D:kFvnsnOwY419ZhO-r1M3lc6y1J9g-rJMUGnzLJJ 17tBf I HoKJj_kKaciZZGOcv2OXu8zz 1 kO 1-5-0 7.2-7 11.3-0 1-5-0 7-2-7 —1 4-0-9 Scale4=1:20 2.83 12 3x4= 12I,J/ 3 11 10 i LJ� 13 14 6 15 2x3 II 3x4= 3x4= ' S 7-2-7 11-0.12 11-3T0 7-2-7 3-10-5 0'2-4_ LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 0.05 6-9 >999 240 MT20 2441l90 TCDL 7.0 Lumber DOL 125 BC 0.22 Vert(TL) -0.08 6-9 >999 240 BCLL 0.0 ` Rep Stress Incr NO W B 0.32 Horz(TL) 0.01 5 n/a ri/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:44 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-1-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=96/Mechanical,2=476/0-11-5,5=386/Mechanical Max Horz2=17B(LC 8) Max Uplift4=-96(LC 8),2=-421(LC 8),5=-344(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250 Qb)or less except when shown. TOP CHORD 2-10=818/637,10-11—798/619,3-11=768/578 BOT CHORD 2-13=-634/7761 13-14=-634/776,6-14=-634/776,6-15=-634/776,5-15=-634/776 WEBS 3-6=-81/269,3-5=-851/695 NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);porch left and right exposed;Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 96 lb uplift at joint 4,421 lb uplift at joint 2 and 344lb 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)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)92 lb down and 58 lb up at 2-11-0, 92 lb down and 58 lb up at 2-11-0,114 lb down and 101 lb up at 5-8-15,114 lb down and 101 lb up at 5-8-15,and 137 lb down and 143 lb up at 8-6-14,and 137 lb down and 143 lb up at 8-6-14 on top chord,and 69 lb down and 28 lb up at 2-11-0,69 lb down and 28 lb up at 2-11-0,84 lb down at 5-8-15,84 lb down at 5-8-15,and 98 lb down and 14 lb tip at 8-6-14,and 98 lb down and 14 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)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:1-4=-54,5-7=-20 Concentrated Loads(lb) Vert:10=80(F=40,B=40)11=2(F_1,B—1)12=83(F=-42,B=-42)13=14(F=7,B=7)14—20(F=10,B=-10)15—50(F=-25, B=-25) ®WARNING-Vertry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with 1AITekm connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall Iva building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing -MiTek* Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of tmsses and fnrss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 Pi.Lee Street.Suile 312.Alexandria.VA 22314. Tampa,FL 33610 I 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 ft-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 j 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. 1 r Cr-2 c2-s 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves o WEBS cs 4 may require bracing,or alternative Tor I c x k 0 bracing should be considered. 0 0 !� �3a 3 c0 3. Never exceed the design loading shown and never 0 U stack materials on inadequately braced trusses. 00 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C7 8 06-7 BOTTOM CHORDS css ~ designer, her interested supervisor.property owner and plates 0-'lid'from outside 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 'Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. NUMBERS/LETTERS.software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 190/.at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design Is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and Is the 4 x 4 width measured perpendicular ESR-131 1, ESR-1352, ESR1988 responsibility of truss fabricator.General practice Is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or truss are designed for wind loads in theruss unless otherwise shown. plane of the specified. by text in the bracing section Of the 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 ANSVTPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing of 10 ft.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. ,g 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. 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 DSB-89: Design Standard for Bracing, Nil MiTek a; Is not sufficient. BCSI: BuildingComponent Safety Information, 20.Design assumes manufacture in accordance with Guide toGood Practice for Handling, ANSII/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MITek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015