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HomeMy WebLinkAboutMitek, truss info Lumber design values are in accordance with ANSI/TPI 1 section 6.3 • These truss designs rely on lumber values established by others. MiTek' c� 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: 37.0 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 61 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. I Seal# Truss Name Date 1 IT101520741A ( 1/3/17 I J2 T10152075(Ai ( 1/3/17 13 I T10152076 I A2 1 1/3/17 1 14 I T10152077 I A3 1/3/17 15 I T10152078 I A4 ( 1/3/17 1 16 I T10152079 I ATA 1/3/17 17 T10152080 ATB 11/3/17 1 18 1T10152081 BHA 1 1/3/17 1 9 T10152082 GRA 1/3/17 110 T101520831,12 1 1/3/17 111 I T101520841 J4 1 1/3/17 1 112 1 T10152085 J6 1 1/3/17 113 IT10152086 J8 1 1/3/17 a_ 114 1 T10152087 KJ8 11/3/17 The truss drawing(s)referenced above have been prepared by MiTek QVIN rVF�1 USA,Inc. under my direct supervision based on the parameters `®e op,......... provided by Chambers Truss. ��� •'�,�C E N Sc�•? ,�. Truss Design Engineer's Name: Velez, Joaquin 68182 .••: My license renewal date for the state of Florida is February 28,2017. IMPORTANT NOTE: The seal on these truss component designs is a certification ®� STATE OF that the engineer named is licensed in the jurisdiction(s)identified and that the 0 0 . .- designs comply with ANSI/TPI 1. These designs are based upon parameters eo;,C, Al P.• ,� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were oioF •• O R O,••ONoo� 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 ®®�o e 1 e►®►• parameters or the designs for any particular building. Before use,the building designer Joaquin Velez PE No.68182 should verify applicability of design parameters and properly incorporate these designs MiTek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6804 Parke East Blvd.Tampa FL 33610 Date: January 3,2017 Velez,Joaquin 1 of 1 I Job Truss Truss Type Qty 7job lton 299 f T10152074 M11412 A (SPECIAL 1 Reference(optional) �J Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:32:53 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-4 ntSa2sKCs I Fiv2mp6BQOIOgROoUhYYR3oS6cczzl k8 1-0-0 8.6-0 1 1-6.0 8 10.0-0, 13-8-0 i 19-4-15 , 26-0_0 28.9.4 36-0-0 7.O- -0-0 8-6-0 3 6-7-1 2-9-4 7-2-12 -0 Scale=1:64.7 5x8= 4x4= 4x4= 5x8 MT18HS= 4.00 12 3x4\\ 3 4 22 235 6 24 25 7 3x4 s i = 6 1 12 o __ -- 13 6x10 MT18HS= _ o 15 14 4x4= 30 3x8= 3x4= 5x12= 2.00 12 4x10= 10-0-0 13-11 19-10-0 24-6-0 26-" 36-0-0_� l 10-0-0 3-8.0 6-2-C 4-8-0 7-fi-0 10-0-0 Plate Offsets(X,Y):�_[2:0-0-2 Edgel, 4:0-5-4 0-2-8 f7.0-5-8,0-2-81,f9:0-2-10,Edge1 t LOADING(psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl L/d PLATES GRIP'' TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 I Vert(LL) -0.68 12-13 >635 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 II 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 n1a rl/a I BCDL 10.0 Code FBC2014(TP12007 (Matrix-M) Wind(LL) 0.94 12-13 >458 240 Weight:162 lb 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 Upiift2=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=175413263,12-13=-2670/4938, 11-12=-2745/5261,9-11=-3059/5513 WEBS 3-15=-351/345,4-15=23B/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=59fh 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 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 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 856 lb uplift at joint 2 and 837 lb uplift at joint 9. 9)"Semi-rigid pltchbreaks 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 MITEKREFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only wtih MiTekO connectors.this design Is based only upon parameters shown,and Is for an Individual building component not a truss system.Before use,the building designer must verify the applicability of design parameters and property lncotporate this design Into the overall r .building design. Bracing Indicaled 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.vdlh possible personal Injury and property damage, For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and imss systems,seeANSI/TPI I Quality Criteria,DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute.218 N.Lee Street.Suite 312,Alexandria VA22314. Tampa,FL 33610 Job ss Truss Type Oty Ply Carlton 299 T10152.1 M11412 At SPECIAL 1 1 - Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 M1I ek Industries,Inc.Tue Jan 03 15:32:532011 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-4ntSa2sKCs I Fiv2mp6B001 OuZOoNhYSR3oS6cczzl k8 1-0- 8-6-0 1200- . 18-7-4 24-0-0 28-9-4 36.0.0 �7-00_Q -0- 8-6-0 3-6-0 6-7-4 5.4-12 4-9-4 7-2-12 Scale=1:64.7 5x6= 3x4= 5x6= 4.00 12 4 21 5 22 6 , 3x4 11 3x4 3 ^� 7 N 1 _ 8 6 91b d1 -- 7x8MT78HS= 10 72 d 3x4 14 13 3x4= II 05= 3x4= 6x8= 2.01)F12 4x10 zZ 8-6-0 13-8-0 18-0-0 i 24-6-0 28.9-4 36-0-0 j 8-6-0 �� 5-2-0 0 r 6-6-0 4-3-4 7-2-12 �. Plate Offsets X Y)-- f8:0-2-10,Edge],13:0-4-0 0-2-131 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 I TC 0.53 Vert(LL) -0.56 10-11 >769 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Verl(TL) -1.29 11-12 >335 240 MT18HS 2441196 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.48 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) ; Wind(LL) 0.7710-11 >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 puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-13 REACTIONS. (lb/size) 2=1402/0-8-0,8=1370/0-8-0 Max Horz2=-143(LC 6) Max Upl1ft2=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=1552/2892,13-14=-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=-1333f734,5-12=129/499, 6-12=-968/467,6-11=971/1920,7-11=635/430 i 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)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 856 lb uplift at joint 2 and 836 lb uplift at joint 8. 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 MITER REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE. R Design valid for use only with Mi7ekn connectors.this design Is based only upon parameters shown,and is for an Individual buHding component not H` a truss system.Before use,the building designer must verify the applicability of design pararnelers and properly incorporate this design into the overall building.design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent braving MOW Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guldonc:e regarding the fabrication,storage,delivery,erectlon and bracing of Incises and truss systems,seeANSt/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from .Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Carlton 299 T10152076 M_11412 A2 SPECIAL _ 1 1 _ Job Reference(oplionalL 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:kFvnsnOwY419Zh0_nM3lc6ylJ9g-YzRroOtyzAQ6K3dyMgifxVxzsoBiQ?YaISCf82zzl k7 1.0.0 8-6-0 14-0.0 22.0.0 _ __24-6-0 28.9.4 36.0-0 7.0-q 8.6-0 5-6-0 i 8-0.0 —I 2.6-0 4-3.4 r 7-2-120-0 Scale=1:64.7 5x6= 5x6= 4.00 FIT 4 5 4x6 Z:z 6 3x4 3 3x4 7 N !- Q 1 2 12 1018 g N rn 7x8 MT18HS= l d WO'== 14 13 3x4 I 5x6= 4xl0 3x6% 2.00 12 B-6-0 I_ 13-8-0 , 22-0-0 1 24-6.0 28-9-4 36-000 8-6-0 5-2-0 8-4-0 2.6-0 43-4 7-2-12 Plate Offsets(X,Y)-- [2:0-3-14,0-1-81,[8:0-2-10,Edgel I LOADING(psf) SPACING- 2-0-0 CSI. I DEFL, in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.55 10-11 >791 360 MT20 244/196 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:164lb 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 ceiling 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 Horz2=-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:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft eave=511;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 lit 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 855 lb uplift at joint 2 and 837 lb Uplift at joint 8. 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 k41Tek0 connectors.Ihis design Is based only upon parameters shown,and Is for on Individual building component not a truss system.Before use,the building designer must verify the applicabAlty of design parameters and properly Incorporate flits design into the overall Iva� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Addilional lernporafy and pemranent brocing MiTek' Is always required for stablIly.and to prevent rollapse:with MssfNe personal Injury and property damage. For general guidance regardng the fabricatlon,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply Carlton 299 T10152077 M11412 A3 SPECIAL 1 1 Job Reference(optional) Chambers Truss. Fort Pierce.FL i 7.640 s Apr 19 2016 MTek Industries.Inc.Tue Jan 03 15:32:55 2017 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-09?D?kuakTYzxDCBwXDuTj UEyCU_9SDkX6xDgUzzl k6 }1.0-f� 8-6-0 16-0-0 20-0-0 24.6-0 i 28-9-4 36-0.0 7-0-0 Y-0-0 8-6-0 7-6-0 4-0.0 4-6-0 4.3.4 7-2-12 i •D-0 Scale=1:65.8 4.00 12 5x6= 5x6= 4 5 46 Sx8% 6 4x6 ZZ 3 7 3x4 8 N _ N _ 13 — 11 f 7x8 MT18HS—1 a� 1m1� U8= 3x4 11 15 14 3x6 3x4 11 5x6= 4x10 2.00 12 I 8-6-0 13-8-0 20-0-0 24.6-0 28-9-4 36-" 5-2-0 6.4-0 4-6-0 4-3-4 7-2-12 Plate Offsets 2:0-3-14.0=1-§J[3:0-4-0,0-3-0�,[7:0-3-0,Edge1,19:0-2-10,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRiP TOLL 20.0 Plate Grip DOL 1.25 TO 0.54 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 BOLL 0.0 ' Rep Stress Incr YES WB 0.73 I Horz(TL) 0.48 9 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Wind(LL) 0.7711-12 >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 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 6-13 'I REACTIONS. (lb/size) 2=140110-8-0,9=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,B-9=5827/3267 BOT CHORD 2-15=-1611/2953,14-15=-1610/2955,13-14=-1170/2358,12-13=-2645/5041, 11-12=-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=12fh 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 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 ANSI/fPI 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. ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekU connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.&:fore use.,the building designer must verify the applicablily of design parameters and property Incorporate this design Into the overall :building design. Bracing Indicated is to prevent bucking of individual truss web and/or chord members only.Additional lernpormy and permanent bracing McTek' Is always required(or slablily and to prevent coliapse.wllh possUe personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPlI Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke Easi Blvd. Safety Information available from Truss Plate InsAtute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Job Truss puss Type Oty Ply Carlton 299 T10152078 M11412 A4 SPECIAL 8 1 _ _ Job Reference(optional)___^_. Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 0315:32:55 2017 Page 1 ID:kFvnsnOwY419ZhO_nM3lc6yIJ9g-09?D?kuakTYzxDC6wXDuTjUEoCU39PzkX6xDgUzzlk6 8-6-0 _{ 13-8-0 I_ 18-0-0 j 24-6-0 T 28-9-4 36.0.0 TM-3Y4-0� 8-6-0 5-2-0 4-4-0 6-6-0 4.3.4 7-2-12 1-0-0 Scale:3/16"=1' 4.00 F12 5x6= 6 3x4 3x6% 5 5x6--4x6 7 3x4 4 8 � 3x4 3 ! 9 13 10 11 dl — 14 6 7x8 MT 18HS= 3x4 II 0 16 15 U8:= 05= 3x4 II 5x12= 2.00 12 U10= 8.6.0 13-8-0 78-0.0 24-6-0 �T 28.9.4 _i 36-0-0 � 8-6-0 5-2-0 4-4-0 6-6-0 4-3.4 7-2-12 Plate Offsets(X,Y)-- 8:0-3-0 Edgel,f10:0-2-10 Edgel _ LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/detl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 I Vert(LL) -0.59 13 >727 360 MT20 244/190 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 FBC20141TP12007 (Matrix-M) , Wind(LL) 0.82 13 >526 240 Weight:168lb FT=20°o 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. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14 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=0/262,3-15=-622/394,5-14=-337/225,6-14=-644/1182,7-14=-3080/1761, 7-13=-965/1930,9-13—539/332 NOTES- 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=36f1;eave=5ft;Cat.ill; Exp C;Encl.,GCpi=0.18;MWFRS(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 ANSIrrPI 1 angle to grain formula. Building designer should verity 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. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only wfih MfTeloD connectots.This design Is based only upon parameters shown.and Is for an Individual txiflding component-not a truss system.Before use,the building designer must verify the applicability of design paraineteis and properly Incorporate IhIs design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord memtwrs only.Additional temporary and permanent bracing MiTek' is always teciulred for stability and to prevent collapse wilh possible personal injury and property dunnage. For general guidance iegarding the fabrication-storage,delivery,erection and bracing of tnusses and miss systems,seeANSVIPII Quality Criteria,DSB-89 and 8CS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street.Sulfa 312,Alexandria.VA 22314. Tampa,FL 33610 i Job Truss Truss Type aty Ply Carlton 2ss Ti 0152079 M11412 ATA COMMON B 1 Job Reference(optional) "Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:32:56 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6y1J9g-ULYbC4vCVnggZNnLUFk8CwOSMbwTuzBtlmhmCxzzl k5 11-0_q 8-1-1 13-10-2 -0-0 2-1-14 } 27-10-15 I 36-0-0 8.1-1 5-9-1 -1-14I.0-0 2 5-9-1 8-1-1 1-0-0 Scale=1:62.4 4.00 F12 5x6= 6 3x4 II 24 25 3x4 11 3x6% 5 7 3x6 3x4% 4 i 8 3x4 3 9 u_r 1 2 10 17 16 15 26 27 14 13 12 0 05= 3x4 II 4x6 3x8= 3x8= 4x6 3x4 11 4x5= 1 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 (loc) I/dell L/d PLATES GRIP 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 W B 0.49 I Horz(TL) 0.16 10 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) i Wind(LL) 0.3114-15 >999 240 Weight:172lb 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 Horz2=-208(LC 6) Max Uplift2=-796(LC 8),10=796(LC 8) 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 I 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;13=591t;L=3611;eave=5ft;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=IO.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. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EX REFERANCE PAGE M I.7473 rev.10/03/2015 BEFORE USE. Designvalid for use only with Idifek0 connectors.This design Is based only upon parameters shown,and Is for an Individual building component.not ��e® Y Cm li f� Pa 9 W DIE a fnrss system.Before rue,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall �������.fffYft�if iiii .building design. Bracing indicated Is to prevent.buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek` 'Is dways required for siabilllyand to prevent collapse'wlthTxrssiblepersorUl in]ury and property damage. Forgeneraf.guidonce'regarding the ' fabrication,storage,delivery,erection and bracing of trusses and truss systems,SeeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job T70152080 Truss Truss Type D Ply Edton 299 M_11412 �ATB COMMON t 1 b Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mirek Industries,Inc.Tue Jan 03 15:32:57 2017 Page 1 I D:kFvnsnOwY419ZhO_nM3lc6ylJ9g-yY6zQQvrG5ohBXMX2yGNY8Zes?KcdOxl_QQKINzzl k4 13.10-2 18-0.0 22-1-14 27-10-15 36-0-0 1_7-0- 1-0-0 8-1-1 5-9-1 4-1-14 4-1-14 5.9.1 B-1-1 -0-0 Scale=1:62.4 4.00 F12 5x6= 6 3X4 II 25 - 26 3X4 II 3x6 5 7 3x6 3x4 4 8 3x4 C 3 9 1I n1 2 I — 10 11 12 V 18 17 16 15 27 28 14 13 - 12 0 3x5= 3X4 11 3x6= 6x8= 6x8= 3x6= 3x4 If 3x5= l B-1-1 13-10-2 15-2-0r___ _ 21-10.0 22 11}14 27-10-15 36-0-0 { 8-1-1 5-9.1 rt-3-14r 6-8-0 0-3-94 5-9-1 f 8-1-1 LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 I BCDL 10.0 Code FBC2014lTP12007 (Matrix-M) Wind(LL) 0.07 16-18 >999 240 Weight:172lb 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 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—11701631,3-4_454/279,4-5=-400/292,5-25=-453/366,6-25=-400/392, 6-26=-194/717,7-26217/637,7-8=-297l727,8-9=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;Vuit=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=121t;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)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. o a I've load of 20.0 sf on the bottom chord in all areas where a rectangle 3-6-0 tall b 2-0-0 wide will 5 'This truss has been designed f r I g Y P , fit between the bottom chord and any other members,with BCDL=I O.Opsf. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)15 except(jt=lb) 2=452,14=837,10=264. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE. � Design valid for use orgy with MflekO 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 appllcablilty of design parameters and properly incorporate this design Into the overall building design..&acing indicatedis fo preve.nt.txickiing of fnd(viducil Imss sveb and/or chord unembers only.Addllfonal lemporaryxmd permanent bracing M!Tek' is always required for stabilily and to prevent collapse%Oih possll:le 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,Atexandda,VA 22314. Tampa,FL 33610 i Jab Truss Truss Type Oty Ply Carlton 299 TtD152081 M11412 BHA i COMMON 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL - 7.640 s Apr 19 2016 MTek Industries,Inc. Tue Jan 03 15:32:58 2017 Page 1 1 D:kFvnsnOwY419Zh0_nM3lc6ylJgg-OkgLdmwT1 OwYohMbgnc5L6i8PbgmOTAD4AtHpzzl k3 160-0 22-10-15 r1-0-o 8-0-0 12-D-0 14-DTO 156.0 18.0-0 , 2aa0 22-0-0 24-.0-q 28-0-0 36a0 7-0- T 8-aD r 4-a0 -2-0-0 1-6�0 �2-0-0 2-ao z o 0 4-o-0 a-ii-o t•o-o 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 7x10 7 16 4.00 12 5 3x6 I 5 r = - 18 700 3 8 0 17 20 i m 2 I 21 22 ,n N j 1 - O 1l7 28 27 26 25 24 23 — o 3x6 II 06= 6x8= 6x8= 3x6 II 3x5= 3x5= 3x6= 6.0-0 15-6-0 I 22-10-15 28-0-0 36-0-0 _I 8-0-0 7-6-0 7-4-15 5-1-1 8-0-0-0-0 Plate Offsets(X,Y)-- [2:0-0-2,Edge1, 3:0-3-8 Edge],[11:0-3-0,0-3-01,[20:0-3-8,Edge1,[21:0-1-10,Edge],[25:0-3-8,0-3-01 i LOADING(psi) SPACING- 2-0-0 CSI. J DEFL. in (IOC) Udell 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 DO 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/fP12007 (Matrix-M) Wind(LL) 0.11 28-31 >999 240 Weight:208lb FT' 20% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-8-4 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 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 Horz 2=208(LC 6) Max Uplift II uplift 100 lb or less al joint — =s)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 joint(s)except 2=1010(LC 13),26=2886(LC 13),25=2423(LC 14), 21=791(LC 14) 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=-212/715,4-6=-212/715,6-8=-212/715, 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 2-2B=-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.11; Exp C;Encl.,GCpi=D.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 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.Opst 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 puffin 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). O S Y Standard WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1 010 312 0 1 5 BEFORE USE Design valid for use only with Mllekb conneclors.This'deslgn Is based only upon p aromeiets shown,and Is for an Individual building component,not a truss syslern.Before use.the building designer must verify the applicabilly of design ryrameters aid property incorporate this design Into the overall building design. Bracing indicated is:to prevent truckling of Individual truss web.and/or.chord members only.Additional temporary and permanent bracing MiTek- Js always required for stability and to prevent collapse with possible personal Injury and ptopeny damage. Forgeneral guidance regarding the fabrication,storage.delivery-erection and bracing of trusses and puss systems,seeANSI/TPI1 Quality Criteria,DSE-89 and BCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute,218 N.Lee Street.b ulte 312,Alexandria.VA 72314. Tampa,FL 33610 i Job Truss Truss Type Oty Ply Carlton 299 T10152081 M11412 BHA COMMON 1 1 Job Reference(optional Chambers Truss, Fort Pierce,FL T7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:32:58 2017 Page 2 I D:kFvnsnOwY419Zh0_nM3lc6yIJgg-OkgLdmwT 1 OwYohwjbgnc5L6i8PbgMorAD4AtHpzzl k3 LOAD CASE(S) Standard 1)Dead+Root Live(balanced):Lumber Increase=1.25,Plate Increase=1-25 Uniform Loads(plf) 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 i, ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. , Design valid for use only with MflekO connectors.This design B based only up•.m parameters shown.and Is Torun individual twllding component,not q` a iruss syslLm.Before use,the building designer must verify the applicability of design parameters and property Incorporate this design Into The overall A building design. Bracing Indk:aled Is to prevent lwckling of Individual truss web and/or chord members only.Additional temporary and permanent brac �yg ing OW is always required for Matulity and to prevent collapse with possUe personal injury and property damage.'For general guidance regarding IFre fabrication,storage,delivery,erecflon and bracing of Ini.wis and Truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avdHable from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandra,VA 22314. Tampa,FL 33610 Job Truss :Truss Type Qty P y Carlton 299 T1015201)2 M11412 GRA HIP 1 1 Job Reference(optional •Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 0315:32:59 2,017 Page 1 p I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-uwEkr5x5ni2 PQgVw9N IreZegGpuO5DaJgRkvQpGzzl k2 �1-0 of 8-0-0 5-8-0 4-4-0 1 4-4-0 —1 b-8.0 —f 8-0-0 0 0 Scale:3/16"=1' 5x8 MTi8HS= 5x8 MT18HS= 4.00 F12 3x4 11 5x12= 3x4 Ii 3 22 23 4 5 6 24 25 7 o 15 74 13 12 11 10 4x6= 3x6 11 Sx6 WB— 6x12= M11 4z6— 6x12= 5xG WB= 8-0-0 13.8.0 22-4-0 28-" 36-0-0 6-0-0 5-8-0 1— 8-8-0 5-8-0 8-0-0 Plate Offsets(X,Y)-- f3:0-5-4,0-2-8L f5:0-6-0 0 3-0,L:0-5-4,0-2-81 I LOADING(psi) 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 WB 0.96 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.22 10-12 >999 240 Weight:164 lb FT=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 Horz2=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(lb)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=-1 94413827,8-1 0=-1 922/3766 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 root live loads have been considered for this design. 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.16;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 lndlcated. 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 B-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)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. 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 Mi1-7473 rev.1010312015 BEFORE USE Design valid for use only with MITekV connectors,this design Is based only upon pwamefers shown,and Is for an Individual[wilding component,not a truss system.Before use,the bUlding designer must verify the applicability of design paratnelers and properly incorpoiate this design into the overall r building design.Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Addiilional temporary and permanent bracing Mi ta ek" .Is always required for stability and to prevent collopse.wilh possible personal injury and property damage. Fou general guidance regarding the fabricallon,storage,delivery,erection and bracing of RUSSO5 and truss systeitm seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component '6904 Parke East Blvd.' Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty PI) Carlton 299 T10152082 M11412 �GRA HIP i t Job Reference(optional) •Chambers Truss, Fort Pierce,FL 7.640 a Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:32:59 2017 Page 2 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-uwEkr5x5ni2PQgVw9NlreZegGpuO5DaJRkvQpGzzik2 LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pill 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) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.1010312016 BEFORE USE. Design valid for use orgy wllh MITekO connectors.this design Is based only upon parameters shown.and Is for an Individual buRding component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall .building design. Bracingindicated into preveni.backling of Individual trussweb and/or choid members only.Addilional lemixrrurytmd permanent bracing MOW � 'is always requlied fur stability and to prevent collapse with possible personal injury arid property dmnage. Focgeneral.gddance regarding the fabrication,storage.delivery,erection and bracing of trusses and truss systems,seeANSi/TPI I Quality Criteria,DSE-89 and BCSi Building Component 6904 Parke East Blvd. Safety Information available train Truss Plate Institute,218 N.Lee street.Suite 312,Alexandria,VA 22314, Tampa,FL 33610 Jab Truss russ Type Qty Ply Carlton 299 T10152083 M11412 J2 MONO TRUSS —6 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 1 D:kFvnsnOwY4l9Zh0_nM3lc6ylJ9g-uwEkr5x5ni2PQgVw9N IreZeOZp3v5RZJ RkvQpGzz1 k2 •1-0.0 2-0_0 h .1-0-0 2-0-0 r ' Scale=7:7.9 3 4.00 12 j - 2 1 a 1 o i 4 3x4= 2.0-0 _ 2-0-0 I J� LOADING(psf) SPACING- 2-0-0 CST. I DEFL. in (loc) I/defl 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 FBC2014/TP12007 (Matrix-M) Wind(LL) 0.00 7 >999 240 Weight:8lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=36/Mechanical,2=143/0-8-0,4=21/Mechanical Max Horz2=67(LC B) 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=128mph;TCDL=4.2psf;BCDL=3.Opst;h=12ft;B=59fh L=36ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 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 I it i design®WARNING-Verifyparameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. 9 Design valid for use only with IJIITekm 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 property incorporate this design Into the overall v .bullding design. Bracing indicated is to prevent buckling of Individual truss vreb and/or chord members only.Additional temporary and permanent bracing MiTfuk• is always required for stability and to prevent collapse wilh possible personal Injury-and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of misses and truss systems,seeANSI/1P11 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 Truss Truss Type Qty Ply Carlton 299 T10152084 M11412 J4 MONO TRUSS 8 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi fek Industries,Inc. Tue Jan 0315:32:59 2017 Pagel I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-uwEkr5x5ni2PQgVw9NlreZe_5p1 x5RZJRkvQpGzzl k2 -1-0.0 4-0.0 1-0-0 4-0.0 ' Scale=1:11.2 3 4.00 12 N tr 2 4 3x4= 4-0-0 4.0-0 I 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 I Vert(LL) -0.01 4-7 >999 360 MT20 244/190� TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -0.02 4-7 >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 FBC2014/fP12007 (Matrix-M) Wind(LL) 0.01 4-7 >999 240 Weight:14 lb FT=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pUrlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i REACTIONS. (lb/size) 3=77/Mechanical,2=224/0-8-0,4=38/Mechanical Max Horz2=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) 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=361t;eave=5ft;Cat.11; Exp C;Encl.,GCpt=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 Ib uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING•Verily design parameters and READ NOTES ON THIS AND INCLUDED M17EK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valid for use only with Iv11TekO 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 mrut verity the applicability of design parameters and property Incorporate this design into the overall building design.Bracing Indicated Is to prevent buckling of individual kris web and/or chard members only.Addilional temporary and pennanent bracing 'ffek- is always neciulred,for stability and to prevent collalme with possBile personal Injury and property damage.For general guidance regarding the fabrication.storage.delivery,erection and bracing of trusses and truss systems,se.eANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd., Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply Carlton 299 T10152085 M11412 �J6 MONO TRUSS 8 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi-rek Industries,Inc.Tus Jan 0315:33:00 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-M7o62 RyjYOAG2_46j4p4AmB4sDJMqupTgOf-Lizz1 k1 1-0-0 6-0-0 ~1-0-0 6-0-0 r Scale=1:14.8 3 4.00 12 2 NAA 3x4= 4 6-0-0 i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vetl(LL) -0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Verl(TL) -0.08 4-7 >831 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a I BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Wind(LL) 0.04 4-7 >999 240 Weight:20lb FT'=20% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=118/Mechanical,2=316/0-8-0,4=53/Mechanical Max Harz 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, (Ib)-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=59f1;L=36fh eave=5ft;Cat.11; Exp C;Encl.,GCpi=0.16;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. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIT-7473 rev.1010312015 BEFORE USE Design valid for use only with MITekS connectors.this design Is based only upon pcuamelers 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 v 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 possihle.peisonal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Carlton 299 TID152086 M11412 J8 MONO TRUSS 22 t Job Reference(optional) •Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tus Jan 03 15:33:00 2017 Page 1 1 D:kFvnsnOwY419Zh0_nM3lc6y1J9g.M7o62RyjYOAG2_46j4p4An1B7zDMoqupTgOf_Lizzl k1 1-0-0 B-0-0 8 0 0 3 Scale=1:19.2 4.00 F12 2 N 3x4= 4 B-0-0 8-0-0 Plate Offsets(X,Y)-- f2:0-1-6,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.23 4-7 >407 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 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 n1a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:26 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. REACTIONS. (lb/size) 3=1 61/Mechanical,2=404/0-B-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) 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 ail 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-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev.1010312015 BEFORE USE. Design valid for use orgy with MlleW 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 property incorporate this design Info the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional lenrparary and permanent bracing ;M,Tek• is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery-erection and bracing or trusses and buss systems,seeANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Stifle 312.Alexandria,VA 22314, Tampa,FL 33610 Job Truss Truss Type City Ply Carlton 299 Ti0152067 M11412 KJ8 MONOTRUSS 4 7 Job Reference(optional) _ Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi fek Industries,Inc. Tue Jan 03 15:33:01 2017 Page 1 1 D:kFvnsnOwY419Zh0_nM3lc6yiJ9g-rJMUGnzLJJ 1718f I HoKJj_kKaciZZ60ev20Xu8zzl kO 1-5-0 7.2-7 11.3-0 �—1-5-0 — 7-2-7 I— 4-0-9 -----I Scaled 1:0 2.83 12 3x4 12 3 11 10'.,_,.���_f L _ 13 14 6 15 2x3 II 3x4= 3x4= 5 7-2-7 11-0-12 1 Z3 0 7-2-7 T— 3-10-5 d 2-4 I 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 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.08 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.32 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:44lb FT1=20% LUMBER- BRACING- i 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=178(LC 8) Max Uplift4=-96(LC 8),2=-421(LC 8),5—344(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-10=-818/637,10-11—798/619,3-11=-768/578 BOT CHORD 2-13=-634/776,13-14=634/776,6-14=-634/776,6-15=-634/776,5-15=-634/776 WEBS 3-6=-81/269,3-5=-851/695 j 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 Ib uplift at joint 4,421 Ib uplift at joint 2 and 344 Ib uplift at joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)Hanger(s)or other connection device(s)shall be provided Sufficient to support concentrated load(s)92 Ib down and 58 Ib up at 2-11-0, 92 Ib down and 58 Ib up at 2-11-0,114 Ib down and 101 Ib up at 5-8-15,114 Ib down and 101 Ib up at 5-8-15,and 137 Ib down and 143 lb up at 8-6-14,and 137 Ib down and 143 Ib up at 8-6-14 on top chord,and 69 Ib down and 28 lb up at 2-11-0,69 Ib down and 28 Ib up at 2-11-0,84 Ib down at 5-8-15,84 Ib down at 5-8-15,and 98 Ib down and 14 lb up at 8-6-14,and 98 Ib down and 14 Ib up at B-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(1`_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-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrrEKREFERANCE PAGE A111-7473 rev.1010312015 BEFORE USE. � Design valid for use only with h4ITeM 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 paromeleis and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/orchard members only.Additional ter iparary and permanent bracing -.MiTek* Is always required for staLitity and to prevent collapse with possble personal inJury and properly dcnnage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DS8-89 and SCSI Building Component 6904 Padre East Blvd. Safety Information available from Truss Plate Institute,218 N.lee Street.Suite 312,Aiexandrlo,VA 22314. Tampa.FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property Center plate on joint unless x,_y - (Drawings-not to scale) -- -------Damage or Personal-]njury- offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See SCSI. f r cr-2 c2.3 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves WEBS oa 4 may require bracing,or alternative Tor I r~ Q bracing should be considered. O= c f� ��1 3 O 3. Never exceed the design loading shown and never aa�°b 3 U stack materials on Inadequately braced trusses. a0 4. Provide copies of this truss design to the building For 4 x 2 orientation, locate C7-8 C6-7 CS6 ~ designer,erection supervisor,property owner and plates 0-110 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 y 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.software or upon request. NUMBERS/LETTERS. 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 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate Type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and 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 ft,spacing, section 6.3'These truss designs rely on lumber values or less.if no ceiling is installed.unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertical) number where bearings occur. y 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 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. Is not sufficient. BCSI: Building Component Safety Information, a' 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, MiTek' ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses, MITek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015