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HomeMy WebLinkAboutTruss paperwork Lumber design values are in accordance with ANSI/TP1 1 section-6.�3 These truss designs rely on lumber values esta lisped`fjy otters:' 11; MiTek RE: M11412 - Carlton 299 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Wynne Development Corp Project Name: M11412 Model: Tampa,FL33610-4115 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 HeighIl 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 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date 1 T1015: A 1/3/17 12 I T10152075 Al __ 1/3/17 _J I3 IT10152076IA2 11/3/17 I 14 I T10152077 I A3 11/3/17 I 15 I T10152078 I A4 11/3/17 I 6 T10152079 1 ATA 1/3/17 7 T10152080 1 ATB 11/3/17 18 I TI O152081 I BHA 11/3/17 I 19 I T10152082 I GRA 11/3/17 I 110 I T10152083 I J2 . 11/3/17 I 11 I T10152084 I J4 11/3/17 1 112 I T101520B5 I J6 1/3/17 113 I T10152086 I J8 11/3/17 I 14 1 T10152087 1 KJ8 11/3/17 I The truss drawing(s)referenced above have been prepared by MiTek ®`o �ti°°°°°►��o®oeo USA,Inc. under my direct supervision based on the parameters v%%'OPQ........F�F�o® provided by Chambers Truss. ®�%% 'S - E N s�..c' 1. Truss Design Engineer's Name: Velez, Joaquin 68182 My license renewal date for the state of Florida is February 28,2017. s IMPORTANT NOTE: The seal on these truss component designs is a certification o-0" :cc that the engineer named is licensed in the jurisdiction(s)identified and that the % '. STATE O F &J Z. designs comply with ANSI/TPI 1. These designs are based upon parameters ��,r•• ,� P �/; shown(e.g.,loads,supports,dimensions,shapes and design codes),which were i� ••.4 p R 10 .•••\�, given to MiTek. Any project specific information included is for MiTek's customers �iocss •'•••• ••file •`JO�® erence ose these fdes designs. MiTek has not independently verified the applicabil,and was not taken into account in the ity of hte design ion of **111 4011 1111111 parameters or the designs for any particular building. Before use,the building designer Jcaqufn Velez PE NoMiR should verify applicability of design parameters and properly incorporate these designs Mlrek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: January 3,2017 Velez,Joaquin 1 of 1 i Job Truss I russ Type Oty Ply Carlton 299 T10152074 M11412 A SPECIAL 1 1 Job Reference o liP oral) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 0315:32:53 2017 Page 1 1 D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-4ntSa2sKCslFiv2mp6BOOIOq ROoU11YY R3oS6cczz1 k8 1-0.0 8-6-0 10-0-0 13-8-0 19-4-15 26.0.0 28-9-4 36-0-0 7.0-q -0-0' B-6-0 1-6-0 3-8-0 5-8.15 6-7-1 , 2-9-4 7-2-12 -0-0 Scale=1:64.7 5x8= 4x4= 4x4= 5x8 MT18HS= 4.00 12 3x4\\ 3 4 22 235 6 24 25 7 3x4 1 _ 8 -ate i N r� 13 6xio MT18HS= _ o - O 15 14 4x4= 3x4= 3x6= 3x4= 5x12= 2.00 12 WO:- l 10-0-0 I_ 13-8-0 19-10-0 24-6-0 126-0-0 36-0-0 1 10-0-0 3.8.0 6-2-0 4-8-0 1-6_o 10-0.0 Plate Offsets X( ,Y)-- f2:0-0-2,EdgeLL0-5-4,0-2-8),f7:0-5-8 0-2-8) (9:0-2-10,Edge) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 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 BOLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.53 9 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (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 cc puffins. 4-7:2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 cc 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,B-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—238/436,4-14—472f798,5-14=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=42psh BCDL=3.Opsf;h=12fh B=59fh L=36111;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 pst 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 ANSIlTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 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, j ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev.1010312015 BEFORE USE. Design valld for use only with MiiekG connectors:INs design is based only upon parameters shown,and Is for an indlvldual Wilding component,not Iva a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Indlvidual truss web and/or chord members only.Additional temporary and permanent bracing MiTek• is always required for slabilily and to prevent collapse wtlh possible personal injury and property damage. For general guidance regarciing the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 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,Mexandflo.VA 22314. Tampa,FL'33610 Ii I ~ Jab ---]Truss Truss Type jQty Ply Carlton 299 M11412 Al iSPECIAL 1 1 I Job Reference(optional) T10152075 Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:32:53 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-4ntSa2sKCsiFiv2mp6BQDIOUZOoNhYSR3oS6cczzlk8 1.0• 8-6-012-0-0 18.7-4 24-0-0 8-1-4 36.0.07-0�(- -0- 8-6-0 3-6.0 6-7-4 5-4-12 4.9.4 7-2-12 '1 0-0 Scale=1:64.7 5x6= 3x4= 5x6= 4.00 12 4 21 5 22 6 3x4 II —, 3x4 3 7 rill _o t 2 r�o 12 7x8 MT18HS= 10 l6 — -- 14 13 3x4_ 3x4 II 4x5= 3x4= 6x8 2.00= 4x10= 12 8-6-0 1 13,8-0 18-0-0 24-6-0 28-9-4 36.0-0 8-6-0 5-2-0 4-0-0 6-6-0 ^r 4.3.4 T 7-2-12 Plate Offsets(X,Y)-- 18:0-2-10,Edge),(13:0-4-0,0-2-13) LOADING(pst) SPACING- 2-0-0 CSL I DEFL, in (loc) I/dell Ud PLATES GRiP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.56 10-11 >769 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.29 11-12 >335 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.48 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) I 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 mldpt 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. (Ib)-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_3686/2196,6-75220/2924,7-8=-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=-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:ASIDE 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)Bearing at joints)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. ®WARNING•Vef fy design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/0.W015 BEFORE USE R Design valid for use only with 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 Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional lernrorary 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 fabrication,storage,delivery,erection and bracing of inrsses and trrrss systerns,seeANSI/TPI1 6lualtty Criteria,DS8-89 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 M Job Truss I Truss Type Qty P-�Carlton 299 T I T10152076 M11412 A2 (SPECIAL 1 1 Job Reference(optional G 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-YzRroOtyzAQ6K3dyMgif xVxzsoBiQ?YaISCf82zzl k7 10-0 8-6-0 14.0-0 r 22-0-0 24-6.0 28.9.4 36-0-0 7-0- Y-0-0 B-6-0 5-6-0 r B-0-0 1 2.6-0 1 4-3-4 7-2-12 -0-0 Scale=1:64.7 5x6= 5x6= 4.00 12 4 5 4x6 ZZ 6 3x4% 3x4 3 I 7 N 8 M 1 2 - -- \\ -.-_.-.. 12 7x8 MT18HS= 10 ^`--=_.. - 9 T 300_14 13 3x4 3x4 11 5x6= 4x10= 3x6 2.00 12 8-6-0 13$-0 22-0-0 24-6.0 28-9.4 36-0-0 8-6-0 IT 5-2-0 i 8-4-0 �__Z4 43-4 7-2-12 � Plate Offsets(X,Y)-- i2:0.3-14,0-1-81,[8:0-2-10,Edge] LOADING(psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/dell Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.94 I Vert(LL) -0.55 10-11 >791 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 I Vert(TL) -1.25 10-11 >345 240 MT18HS 244/190 BOLL 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) 0.7510-11 >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 Upiift2=-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=-123612444,11-12=2617/5003, 10-11=3023/5548,8-10=-3016/5538 WEBS 3-13=-621/402,4-12=532/1152,5-12=353l789,6-12=-2159/1221,6-11=-1 003/1864. 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=12fh B=59111;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)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 pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. j i I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.101=015 BEFORE USE. � Design valld for use oNy with MITekD connectors:this design Is based only upon parameters shown,and Is for an Individual building component,not a fmss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent brocing 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 trusses and toss 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-SWIe 312,Alexandria•VA 22314. Tampa,FL 33610 i i Job Truss Truss ype Dry Ply Carlton 299 T10152077 M11412 A3 SPECIAL 1 1 _ Job Reference(ootionap Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mffek Industries,Inc.Tue Jan D3 15:32:55 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-09?D?kuakTYzxDCBwXDuTjUEyCU_9SDkX6xDgUzzlk6 11-0-0 8-6-0 16.0-0 i 20.0.0 24-6-0 28-9-4 36.0-0 7-0-0 8-6.0 I _- 7-6-0 4-0-0 4-6-0 —^� 4-3-4 7-2-12 -0-0 Scale=1:65.8 4.00 F12 5x6= 5x6= 4 5 46 5x8 6 4x6 Zz 3 7 3x4 ` N \ - N 12 ------ __._-_ 10 3 7x8 MT18HS= 71 ��� 1,7 0 4x8= 3x4 14 II ,� 15 3x6 3x4 If 5x6= 2.00�12_ 4xl0,= B•6-0 13-8-0 20-" 24-6-0 , 28-9-4 36-M 8-6-0 5-2-0 6-4-0 4-6-0 4-3-4 7-2-12 Plate Offsets(X,Y)__j2_013-14,0-1-_),(3.0-4-0,0-3-01,f7:0-3-0 Edqel j9:0-2-10 Edge1 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/deil Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 Vert(LL) -0.56 11-12 >774 360 MT20 244/160 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 WB b,73 Horz(TL) 0.48 9 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (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 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 6-13 REACTIONS. (lb/size) 2=1401/0.8-0,9=1371/0-8-0 Max Harz 2=187(LC 7) Max Uplift2=854(LC 8),9=838(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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 3-15=0/253,3-14=-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 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 854 ib 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 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mf1-7473 rev.1010312015 BEFORE USE Design valid for use only with MITekiD 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 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 stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI l Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. - Tampa,FL 33610 �, i I PbTruss russ Type Qty Ply Carlton 2919 T T10152076 M11412 A4 SPECIAL 8 I 1 Job Reference(optional) ` Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:32:55 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3icGylJ9g-097D7kuakTYzxDCSwXDuTjUEoCU39PzkX6xDgUzzik6 1-0-(1 8-6.0 13-8-0 _�_ 18-0-0 24-6-0 28-9-4 36-0-0 7-0- -0-0 8-6-0 5-2-0 r 4-4-0 6.6-0 4-3.4 7-2-12 1-0- Scale:3/16°-T 4.00 F12 5x6= 6 3x4 3x6% 5 5x6:Z:7 4x6 7 3x4% 4 8 3x4 3 9 10 11 rl1 74 7x8MT18HS= 3x4 II 1`I' I 16 15 4x8== o 46= 3x4 II 5x12= 2.00 F12 4x10= 8-6-0 13-8-0 i 18-0-0 24-6-0 28-9-4 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,f 10:0.2-t 0 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 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 n1a BCDL 10.0 Code FBC2014lfP12007 (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 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 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=3611;eave=5ft;Cat.II; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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 file analysis and design of this truss. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 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 must verity the applicolAlly of design parameters and property Incorporate this design into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/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 y. Job -frtrss FussType Oty �7Jb on2ss�� T70152079M11412 ATA ON 8 Reference optional)_ Chambers Truss, Fort Pierce,FL 7.640 s Apr 192016 MiTek Industries,Inc. Tue Jan 03 15:32:56 2D17 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-ULYbC4vCVnggZNnLUFk80wOSMbwTuzBtimhmCxzzik5 ��1.0��-1�_ 8-1-1 13-10-2 18-0.0 22-1-14 i 27-10-15 36-0-0 '1.0.0 8-1-1 5-9-1 4-1-14 4-1-14 5-9-1 8-1-1 Scale=1:62.4 4.00 12 5x6= 6 3x4 II 24 25 3x4 II 3x6% 5 7 3x6 s 3x4% 4 8 3x4 g 9 i u_,,IrI1 2 _ iD 11 n 6 77 16 15 26 27 14 13 12 6 05= 3x4 11 4x6 3x8= 3x8= 4X6 3x4 11 4x5 8.1-1 _ 13-10-2 i 22-1-14 27-10-15 36.0.0 5-9-1 8-3-12 -I-- 5-9-1 8-1-1 i LOADING(psf) SPACING- 2-0.0 CSI. I DEFL. in (loc) Weill Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 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 rVa BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) 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 or-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—145013079,16-17—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=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)100.Olb AC unit load placed on the top chord,1 B-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 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 MrTEX REFERANCE PAGE IWI.7473 rev,10/03&015 BEFORE USE. Design valid for use only with MffeM connectors.This design Is based only upon parameters shown,and Is for an Individual balding component not ' a truss system.Before use,the,building designer must verity the applicability of design parameters and property incorporate this design Into the overall ■■�•YYiii budding 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 fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 i - I i . Job Truss Truss Type Qty IP7Carhon 2ssT10152080 M11412 ATB COMMON 1 Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 Mi1ek Industries,Inc. Tue Jan 0315:32:57 2017 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-yY6zQQvrG5ohBXMX2yGNYBZes?KcdOx1_00KINzz1 k4 8-1-1 13-10-2 � 18-0.-0 �22--1--14 - 27-10-15 36-0-0 __$7.0--Q B-1-110 O 8-1-1 41 —14 4114 00~ Scale=1:62.4 4.01) 12 5x6= 6 3x4 II 25 26 3x4 II 30 5 7 3x6 3x4 4 8 3x4 zzz 3 { 9 I / 10 ur 1 2 I 11 '^ 6 - --- lm 18 17 16 15 27 28 14 13 12 3x5= 3x4 II 3x6 6x8= Gx8= 3xG= 3x4 II 3x5= 8-1-1 13-10-2 15-2-0 21-10-0 22114�27-10-15 36-0.0 —I 8-1-1 5-9.1 1-3-14 6-8-0 0-3 94 5-9-1 8-1-1 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.05 18-21 >999 360 MT20 2441190 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 FBC20147TP12007 (Matrix-M) Wind(LL) 0.0716-18 >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. (Ib)- Max Harz2=208(LC 7) Max Uplift All uplift 100 lb or less at joints)15 except 2=-452(LC 8),14=-837(LC 8),10—264(LC 8) Max Grav All reactions 250lb or less atjoint(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=-2977727,8-9=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=3.0psf;h=12ft;B=59ft;L=36ft;eave=5ft;Cat.II; Exp C;Encl.,GCpi=O.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 fora 10.0 psi bottom chord five 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 100 lb uplift at joint(s)15 except Ot=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 M11-7473 rev.10)MOt5 BEFORE USE. Design valid for use only With MITek®connectors]this design Is based only upon parameters shown-and Is for an Individual building component,not a muss system.Before use,the buliding designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,ereclion and bracing of trusses and truss systems,seeANSi/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd: Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Job Truss Truss Type City Ply Carlton 299 T70152081 M11412 BHA COMMON 1 1 Job Reference optional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 15:32:58 2017 Page 1 ' 1 D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-OkgLdmwT1 OwYohwjbgnc5L6i8PbgMorAD4AtHpzzl k3 16-0-0 22-10-15 1-0- 8-0-0 12.0.0 14-a0 iS60 , 1&0-0 , 2a0-0 22-0.0 _.___ 4_-0-q 280-0 B-0-0 37-0.0 li=o=off 9-ao 1- 4.0-0 2-0-o 11-60 i 2 0 0 2-ao Ii-o-o oj10-1 4-0-o B-o-o h 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 t8 7x10 5 4.00 12 3x6 I 5 c = Si� 3 8 JO 17 20 N 2 21 22 ,n N 1 11 �j' o — 28 27 26 25 24 23 — o 3x6 I 46= 6x8= 6x8= 3x6 II 3x5= 3x5= 3x6= 8-0-0 i 15.6-0 , 22-10-15 211 36-0-0 8-0-0 7.6.0 7-4-15 5-1-1 8-0.0 Plate Offsets(X,Y)-- f2:0-0-2,Edgel,f3:0-3-8,Edge],[11:0-3-0,0-3-0L( .0-3-8,Edge] gl 0-1-10,Edge],f25:0-3-8,0-3-01 LOADING(psf) SPACING- 2-0-0 CS]. 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 2441190 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 W B 0.80 Horz(TL) 0.05 21 n/a n/a BCDL 10.0 Code FBC2014ffP12007 (Matrix-M) Wind(LL) 0.1128-31 >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 pudins. 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 pis 3-26 JOINTS 1 Brace at Jt(s):8,4,14,16,18 REACTIONS. All bearings 0-8-0 except Gt=length)25=0-11-5. (lb)- Max Horz 2=208(LC 6) Max Uplift All uplift 100 lb or less at 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=101 O(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=-212f715,4-6—212f715,6-8=-212/715, 8-10=-212f715,10-11=-212f715,11-13=-212f715,13-15=-212/715,15-17=-212f715, 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:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psh BCDL=3.Opsf;h=121t;6=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 3x4 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcLirrent 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-dgid pitchbreaks including heels"Member end fixity model was used in the analysts 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). S Standard WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.1010312015 BEFORE USE Design valid for use only with lvlifekO conneclors.lthis design Is based only upon parameters shown,and Is for on Individual building component,not a In=systern.Before use,the building designer must verlty the applicability of design paramelers and properly Incorporate this design into file ovetotl 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 stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fatAcolion,storage.delivery,erection and bracing of trusses and Inim systems,seeANSI/TPI I Quality Criteria.DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Lob Truss Truss Type Qty Ply Carlton 299 T10152081 412 BHA ]COMMON 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:32:58 2017 Page 2 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-QkgLdmwT 1 OwYohwjbgnc5L6i8PbgMorAD4AtHpzz 1 k3 LOAD CASE(S) Standard 1)Dead+Roof 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) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. R Design valid for use only with MITek0 connectors:this design is based only upon parameters shown,and Is for an individual building component.not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bu lding design. Bracing Indk:ated is 10 prevent buckling of Individual truss web and/or chord members only.Addifional 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 fabricatlom storage,delivery,erection and bracing of busses and truss systems,seeANSVTPl 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 russ Type Qly Ply Carlton 299 T10152082 M11412 RA HIP 1 1 Job Reference L tional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tus Jan 03 15:32:59 2017 Page 1 1 D:kFvnsnOwY419ZhO_nM3lc6y1J9g-uwEki5x5ni2 PQgVw9N IreZegGpuO5DaJRkvQpGzz1 k2 11.0-0 8-0-0 13-8-0 18.0.0 22-4-0 1 28-0-0 36-0.0 �f 8-0-0 5-8.0 4-4-0 4-4-0 5-8-0 8-0-0 1-0 Scale:3/16"=1' 5x8 MTi 8HS= 5x8 MT18HS= 4.00 F12 3x4 11 5x12= 3x4 II 3 22 234 5 6 24 25 7 N N1 2 I 8 g n N O � 15 14 13 12 11 10 4x6= 3x6 11 5x6 WB_ 6x12= 3x6 11 4x6— 5x6 WB= 6x12= 1 8.0.0 r 13-8-0 _ 22-4.0 28-0.0 36-0-0 8-0-0 5-8-0 F 8-8-0 1---- 5-8-0--r B-o-O ' Plate Offsets(X Y)-- 13:0-5-4 0-2-8) f5-.0-6-0 0-3- LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Well 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 W B 0.96 I 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:164lb 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 Ob)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=3.0psf;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 ib 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-Verily design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITekD connectors.this design Is based only upon paramelers shown,and Is for an Individual Wilding component,not a truss system.Before use,the building designer must verify the appllcabOlty of design parameters and property Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi lT ek" Is always required for stability and to prevent collapse with possible personal Injury and property damage. for general guidance regatding the fabrication,sloroge,delivery erection and bracing of trusses and truss systems,seeANSI/TPII Quality Crtterla,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,VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply Carlton 299 T10152082 M11412 GRA HIP 1 i Job Reference Lptional Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tue Jan 03 16:32:59 2017 Page 2 1 D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-uwEkr5x5ni2POgVw9N lreZegGpu05DaJ RkvopGzzi k2 l LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-3=54,3-7=-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 ®wARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev.1010312015 BEFORE USE. �� Design valid for use only with MITekO conneclors.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 applicablilfy of design parameters and properly incoq>orale this design into the overall bolding design.Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Addillonal temporary and permanent bracing :M T-ek_ Is always required for stability and to prevent collapse Mlh possible personal Injury and property damage. For general guidance regarding the fabricalfon,storage.delivery,erection and bracing of trusses and fmss sysfems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available trorn Truss Plafe Institute.218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i Jo Truss fuss Type T Qty y7GOalrilon 299 T10152083 M11412 �2 MONO TRUSS B Reference(optional) _ Chambers Truss, Foil Pierce,FL 7.640 s Apr 19 2016 MiTak Industries,Inc.Tue Jan 03 15:32:59 2017 Page 1 ID:kFvnsnOwY419ZhD_nM3lc6ylJgg-uwEkr5x5ni2PQgVwgNlreZeOZp3v5RZJRkvQpGzz1 k2 -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:7.9 3 4.00 F12 2 1' o 0 1 1 _- 4 3x4= 2-0-0 2-0-0 I LOADING(psf) SPACING- 2-0-0 CSI, ( DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 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 W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (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 puffins. BOT CHORD 2x4 SP N0.3 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 Upllft3=-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.Opsf;h=12ft 13=59fl;L=36ft;eave=5ft Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)•This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 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 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10I03/2015 BEFORE USE. Design valid for use only Mlh MITekS connectors.'This design Is based only upon parameters shown,and Is for an Individual building component,not p` a truss sysfem.Before use,the bullding designer must verify the applicability of design parameters and properly Incorporate lhis design into the overall MOW building design. Bracing Indicated is to prevent buckling of Individual truss vieb and/or chord members only.Additional lempotary 'IYi and permanent bracing W Is always required for stability and to prevent collapse wlih possible personal Infury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of misses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss (Truss Type Qty Ply Carlton 299 T10152084 M11412 J4 MONO TRUSS 8 1 _ Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Apr 19 2016 MiTek Industries,Inc. Tus Jan 0315:32:59 2017 Page 1 ID:kFvnsnOwY419Zh0_nM3lc6ylJgg-uwEkr5x5ni2PQgVw9Nl reZe_5p1 x5RZJ RkvQpGzz 1 k2 -1.0.0 4-0-0 ._.� 1-0-0 4.0.0 Scale=1:11.2 3 4.00 12 i N r 2, 1AA 4 3x4= 4-0-0 4-0-0 LOADING(psi) SPACING- 2-0-0 CSI. I DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 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 FBC2014ITP12007 (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 pUrfins. 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 Horz2=102(LC 8) Max Upljft3=-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=4.2ps1;BCDL=3.Opsf;h=1211;B=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 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.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. 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 MITEK REFERANCE PAGE M(I-7473 rev.1010312015 BEFORE USE. Design valid for use only with Iv1IIek8 connectors.'this design Is based only upon ryzamelers shown,and Is for an Individual building component not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate This design Into the overall building design. Bracing Indicated Is to prevent Welding of Individual truss web and/or chord members only.Additional temporary and permanent bracing :Mffek' 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 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 i Fob ___�j1uSS buss Type Oty Ply Carlson 299 T10152085 :::::I: ONO TRUSS B 1 Job Reference(optional) Chambers Truss, Fort Pierce.FL 7.640 s Apr 19 2016 MiTek Industries,Inc.Tue Jan 03 15:33:00 2D17 Page 1 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-M7o62 RyjYOAG2_46j4p4AmB4sDJMqupTgOf_Lizzi ki 1.0.0 6-0-0 i j 1 0 0 6-0.0 Scale=1:14.8 3 4.00 12 u 2 3X4= 4 i i 6-0-0 "_0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.08 4-7 >831 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 i Horz(TL) 0.00 2 rda n/a 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 purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 or.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: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.,GCpl=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.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. 4)Refer to glider(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 Mll-7473 rev.1010312015 BEFORE USE. � Design valid for use only with MITekO connectors.1Ns design Is based only upon parameters shown,and Is for on individual building component,not a truss system.Before use.the building designer must verity the appflcahllity 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 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 fabrication,storage,dellvery,erection and bracing of trusses and Inisc systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Intormalion available from Truss Plate Insfiiule,218 N.Lee Slieef Sulle 312.Alexandria.VA 22314. Tampa,FL 33610 P 5ob Truss Trus Type Oty ly canton 29s T10152D66 72 JB MONOs TRUSS 22 1 I Jab 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 ID:kFvnsnOwY419Zh0_nM3lc6ylJ9g-M7o62RyjYOAG2_46j4p4An1B7zDMoqupTgOf_Lizz1 k1 y-0.0 8.0-0 ~1-0-0 B-O-o I . 3 Scale=1:19.2 1 4.00 12 2 N 1 3x4= 4 8-0-0 8-0.0 Plate Offsets Q Y)-- 12:0-1-6,Edgel _ I 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 0.33 , Verf(LL) 0.23 4-7 >407 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 i Vert(TL) -0.21 4-7 >440 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.01 2 1Va n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:26 lb FT=20% i LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=161/Mechanical,2=404/0-6-0,4=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;13=59ft;L=36ft;eave=5ft;Cat.11; Exp C;Encl.,GCpl=0.18;MWFRS(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 167lb 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 1n the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/0 312 0 1 5 BEFORE USE Design valid for use only with MITeM connectois.1This design Is based only upon parameters shown.and Is for an Individual building component,not a inrss system.Before M.the building designer must verify the applicability of design parameters and property incorporate this design Into the overall '� building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing =.��'�'��' � Is always required for stabillly and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication,storage,delivery.erection and bracing of lfusses and trr systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information avallable from Truss Plate Institute,218 N.Lee Street,Suite 312.Aleyandria,VA 22314. Tampa,FL 33610 i I i .: Job Truss Truss Type aty Ply Cadton 299 11 T70152067 M11412 �KJ8 MONO TRUSS 4 1 �L I 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 I D:kFvnsnOwY419Zh0_nM3lc6ylJ9g-rJ MUGnzLJJ 17f8fl HoKJj_kKaciZZGOcv2OXu8zz1 kO •1-5-0 7-2.7 11-3-0 1-5.0 7-2.7 4-0-9 Sca�1: 2.83 12 3x4= �12 3 11 10 LH l� 13 14 6 15 2x3 II 3x4= 3x4= 5 F— 7-2-7 11.0-12 11-3{0 7-2-7 3-10-5 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 FBC2014ITP12007 (Matrix-M) I 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=47610-11-5,5=386/Mechanical Max Horz 2=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(lb)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 NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=5911;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 344 lb uplift at joint 5. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 7)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 up 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(6). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pit) 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-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.1010312015 BEFORE USE Design valid for use only with IAI]ekO connectors]This design is based only upon pararnefers shown,and Is for an Individual building component,not a tnw system.Lk3fofe,use,the bulIdIng designer must verify the applicalAlty of design parameters and properly Incorporate Ihls design Into the overall v Wilding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members orgy.Addiflonal lemporary and permanent bracing Mffek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication.storage,delivery,erection and bracing of trusses and truss systems,seeANSIAPI I Quality Criteria,DSB-89 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suife 312.Alexandria,VA 22314. Tampa,FL 33610 i Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property /4 offsets are indicated. (Drawings not to scale) Damage or Personal Injury Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. - 1 r c1.2 c2-3 2. Truss bracing must be designed by an engineer.For 0-/1 d wide truss spacing,individual lateral braces themselves WEBS caq 4 may require bracing,or alternative Tor I T c O bracing should be considered. O= uN 3 rj31 3 Of 3. Never exceed the design loading shown and never a �pb u U stack materials on Inadequately braced trusses. 00 p 4. Provide copies of this truss design to the building For 4 X 2 orientation, locate c7� csa cs� 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 protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. Software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 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 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice Is to 4 x 4 to slots.Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and In all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing Indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing of 10 is spacing, 9 Y or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16,Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. �� 18,Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI 1: 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, 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 1 I