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HomeMy WebLinkAboutEngineering -- NO e r� Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek� RE: ml 1324 - 70' Cariton Elev D MiTek USA, Inc. Site Information 6904 Parke East Blvd. :Customer Info: WYNNE BUILDING CORPORATIN Project Name: m11324 Model:Tampa,FL33610-4115 Lot/Block: Subdivision: Address: UNKNOWN City: ST LUCIE 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/TO12007 Design Program: MiTek 20/20 7.6 Wind Cade: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 27 individual, 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. F o. Seal# Truss Name Date. _No._ Seal# TrussNan��T12272590 A 10/16/17 18_ T12272607 J8 10/16/17 12 1 T12272591 I Al 10/16/17 19 1 T12272608 LJA _ 10/16/171 13 )T12272592 I A2 1 10/16/17120 I T12272609 I JB 1 10/16/17 14 I T12272593 I A3 1 10/16/17 1 21 I T1 227261 0 1 JC 10/16/17 1 15 1 T12272594 1 A4 1 10/16/17 22 I T12272611 1 KJ5 10/16/17 f 16 T12272595 J A6 10/16/17 23 1 T12272612 1 KJS 10/16/17 I L7 T T12272596 B L10/16/17 L24 T1227261_3_LKJA _L 19/16/17 f 18 1 TI-2272597 I BH7 1 10/16/17 125 1 T12272614 j KJB 1 10/16/17 1 19 1 T12272598 1 GRA 1 10/16/17 26 1 T12272615 1 MV2 1 10/16/17 110 1 T12272599 1 GRB 11 10/16/17 1 27 1 T12272616 MV4 1 10/16/17 Ill IT122726001 GRC 1 10/16/17 1 12 IT12272601IJ1 _I 10/16/17f 113 I T12272602 I J2 1 10/16/17 1 14 I T12272603 I J3 i_I 10/16/17 115 I T12272604 I J4 1 10/16/17 1 116 I T12272605 I J5 1 10/16/17 117 I T12272606 I J6 1 10/16/17 1 The truss drawing(s)referenced'above have been prepared bysee' MiTek USA,Inc. under my direct supervision based on the parameters %e`O�P..• . .�e �o,� provided by Chambers Truss. �.`�•``Z;.•' G .c• Truss Design Engineer's Name: Albani, Thomas 0 3 380 My license renewal date for the state of Florida is February 28,2019. IMPORTANT NOTE: The seal on these truss component designs is a certification :� that the engineer named is licensed in the jurisdiction(s)identified and that the % '. ST T O F : UJ: designs comply with ANSI/rPI 1. These designs are based upon parameters '®0T A` shown(e.g.,loads,supports,dimensions,shapes and design codes),which were ��• .4 0 R X�� �Nveo given to MiTek. Any project specific information included is for MiTek's customers ��Ss/• ' •e� file reference purpose only,and was notltaken into account in the preparation of sees Oj�A; ,000 these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use,the building designer Thomas A.Albani PE No.39330 should verify applicability of design parameters and properly incorporate these designs Inc` Cert 6634 into the overall building design per ANSIlTPI 1,Chapter 2. a5B 33610 Date: October 16,2017 Albani,Thomas 1 of 1 Job Truss Truss Type Oty Ply =optional) T12ml 1324 A COMMON 10 Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:33 2017 Page 1 ID: kfiGGA6bx7j2Syl H DXFw7ye3KX-o2C7xBu9O3rW cRCRfYvSsOtMBdKsvm5igdxe_ByStOa r1-0-0 8-4-0 12-11-0 17-8-0 22-1-0 26" 35-0-0 36-0-0 1-0-0 8-4-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 Scale=1:60.8 4.00 12 4x5= 6 2x3 25 26 2x3 I i3x6% 5 7 3x6 3x4% 4 8 3x4 3 9 24 27 N1 2 10 11 n ICI, o - 117 16 i5 28 29 14 13 12 45— 2x3 I 4x6= 3x8= 2x3 II 4x5= 3x8= 46= 8-4-0 12-11-0 22-1-0 2611 35-0-0 8-4-0 4-7-0 9-2-0 4-7-0 8-4-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.29 14-15 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 >550 240 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:166 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purllns. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-6-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0,10=1399/0-8-0 Max Horz2=-223(LC 8) Max Uplift2=-775(LC 10),10=-775(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-24=3164/2027,3-24=-3095/2039,3-4=2677/1777,4-5=-2606/1788,5-25=2680/1878, 6-25=-2629/1901,6-26=-2629/1901,7-26=2680/1878,7-8=-2606/1788,8-9=-2677/1777, 9-27=3095/2039,10-27=-3164%2027 BOT CHORD 2-17= —1759/2967,16-17 1759/2967,15-16=1759/2967,15-28=-1049/1961, 28-29=-1049,11961,14-29=-1049/1961,13-14=-175912936,12-13=1759/2936, 10-12=-1759/2936 1 WEBS 6-14=567/992,7-14=-282/268 1 9-14=-536/424,6-15=-567/992,5-15=-283/268, 3-15=-534/424 j 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=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 3-9-10,Interior(1)3-9-10 to 12-8-6,Extedor(2)12-8-6 to 17-6-0,Interior(1)22-1-0 to 31-2-6 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 . ' 3)100-01b AC unit load placed on the top chord„17-6-0 from left end,supported at two points,5-0-0 apart. 4)The solid section of the plate is required to be placed over the splice line at joint(s)16,13. 5)Plate(s)at joint(s)16 and 13 checked for a plus or minus 4 degree rotation about its center. 6)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)`This truss has been designed for a live load of 20.Opst on the bottom chard 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. 8)Provide mechanical connection(by others)ofitruss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=775, 10=775. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.f0/03I2015 BEFORE USE. _ Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall HV building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/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' Job Truss Truss Type Qty Ply �70'Carhon Elev o T12272591 mt 1324 At SPECIAL 9 1 Jab Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MFek Industries,Inc. Mon Oct 16 11:14:34 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-GEmV8Xvn9NzN DbndDFQhOcQR_1 aOeF7rvHhB W byStOZ 1-0-0 7-8-0 13-7-8 17-6-0 23-11-122 26-9-10 35-0-0 6-0 1-0-0 7-8-0 5-11-8 3-10-8 6-5-1 2-9-14 8-2-0 1-0-0 Scale=1:61.8 4.00 12 5x8— 6 2x3 I 2x3 I I l 3x6% 22 5 23 5x6 W B 7 3x4 4 8 2x3 3 9 21 24 12 jmi� r11 2 10 26 5x12 MT18HS d 25 14 13 3x6% 2x3 I 5x12= 3x12= 2.00 12 li 7-8-0 13-7-8 23-11-12 35-0-0 7-8-0 5-11-8 10-4-4 11-0-4 Plate Offsets(X,Y)-- f2:0-3-14,0-1-81,18:0-3-0,Edgel f10:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.78 12 >538 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.73 12-13 >243 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.44 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:159 lb FT=0% LUMBER- I BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 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*Except` WEBS 1 Row at midpt 6-12 6-12:2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1364/0-8-0,10=1334/0-8-0 Max Horz 2=223(LC 9) Max Uplift2=833(LC 10),10=-81i6(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-21=-3085/2236,3-21=3021/2253,3-4=2498/1935,4-22=2446/1941,5-22=2409/1949, 5-6=-2472/2055,6-23=-5166/3916,7-23=-5221/3903,7-8=-5137/3782,8-9=-5179/3779, 9-24=5502/4051,10-24=-5574/4036 BOT CHORD 2-14=-1970/2875,13-14=-1970%2875,13-25=-1404/2117,25-26=-1399/2125, 12-26=1394/2141,10-12=-3719/5307 WEBS 3-13=-634/453,5-13=-293/335,6-13=-296/541,6-12=-2319/3328,7-12=-303/371, 9-12=392/347 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=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 3-9-10,Interior(1)3-9-10 to 12-8-6,Exterior(2)12-8-6 to 17-6-0,Interior(1)22-3-10 to 31-2-6 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)All plates are MT20 plates unless otherwise indicated. 4)The solid section of the plate is required to be placed over the splice line at joint(s)4,6. 5)Plate(s)at joint(s)4 checked for a plus or minus 5 degree rotation about its center. 6)Plate(s)at joint(s)6 checked for a plus or minus 3 degree rotation about its center. 7)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8)*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. 9)Bearing at joint(s)10 considers parallel to grain value using ANSUFPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=833, 10=816. 11)"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 MfTEKREFERANCE PAGE M11--7473 rev.1010312015 BEFORE USE. Design valid for use only with MI1ek8 connectors.This resign 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 ■1Y building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing ETek� 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,seeANSIRPI 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 70'Caweon Elev D ' T12272592 m11324 A2 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL I 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:35 2017 Page 1 1 D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-kQKtMtvPwg5ErlMgmzxwxpyfwQw5NeX_8xQi21 yStOY 1-0- 8-0-1 13-7-8 16-0-0 19-0-0 23-11-12 26-9-9 35-0-0 6-0 -0-0 8-0-1 5-7-7 2-4=8 3-0-0 4-11-12 2-9-13 8-2-7 -0-0 I Scale:3/16"=1' I 4.00 12 5x6= 4x4= 5 6 3x4%1 5x6 WB% 3x8 7 5x6 C 34 89 r' ' 22 2 23 � 1 10 11 2 1 13 Sx12 MT18HS 15 14 3x10= b 5x6= 3x6= 2x3 I 3x12= . 2.00 12 I i 8-0-1 13-7-8 19-0-o 23-11-12 35-0-0 8 0 1 5-7-7 5-4-8 4-11-12 11-0-4 —Plate Offsets(X,Y)-- (2:0-1-10,0-0-0),[4:0-2-4,Edge],[8:0-3-0,0-3-4],f10:0-1-15,Edgel i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 11.25 TC 0.65 Vert(LL) 0.74 12 >571 360 MT20 244/190 TCDL 7.0 Lumber DOL 1 1.25 BC 0.95 Vert(TL) -1.25 12-21 >335 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr IYES WB 0.73 Horz(TL) 0.44 10 n/a n/a BCDL 10.0 Code FBC2014/fP1 i 2007 (Matrix-M) Weight:161 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-0 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 7-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1363/0-8-0,10=1335/0-8-0 Max Horz2=-205(LC 8) 1 Max Uplift2=-833(LC 10),10=-817(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-22=-3118/1956,3-22=-3008/1967,3-4=-2433/1562,4-5=-2425/1583,5-6=-2462/1656, 6 7=-2607/1689,7-8=-5109/3125,8-9=5135/3117,9-23—5495/3487,10-23=5565/3476 BOT CHORD 2-15=-1702/2901,14-15=-1702/2901,13-14=-1175/2253,12-13=-2733/4919, 10-12=3180/5295 I WEBS 3-15=0/252,3-14=-808/587,5-13=-203/557,6-13=-347/618,7-13=-2747/1646, 7-12=1055/1914,9-12=465/457. 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=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 3-9-10,Interior(1)3-9-10 to 31-2-6,Extedor(2)31-2-6 to 36-0-0 zone;C-C for members and forces&MW FRS for reactions shown;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)10 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 100 lb uplift at joint(s)except(jt=lb)2=833, 10=817. 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 M11­7473 rev.IQ/0 015 BEFORE USE. Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall ���•YY■■i building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,2l8 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type aty, Ply =optional) T12272593 ml1324 A3 SPECIAL i 1 Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:36 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-CcuFZDw2h_D5TvxOKgT9UlVqugFK6508MbAlaTyStOX 1-0 8-0-1 1 14-0-0 21-0-0 23-11-12 26-9-10 35-0-0 6-0- -0-0 8-0-1 5-11-15 7-0-0 2-11-12 2-9-14 8-2-6 i Scale=1:62.9 i 5x6= 4x6= 4.00 F12 4 5 3x8 C 6 3x4 2x3 3 7 LO 20 21 '0 8 1 1 2 i 11 5x12MT1BHS= 9 6 3x8= 13 12 0 4x5= 2x3 ill 5x6= 3x12= 2.00 F12 i I 8-0-1 13-7-8 21-0-0 23-11-12 35-0-0 8-0-1 5-7-7 7-4-8 2-11-12 11-0-4 Plate Offsets(X,Y)-- f8:0-1-15,Edge1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.6.954 Vert(LL) 0.70 10 >597 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0 Vert(TL) 1.21 10-19 >347 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.42 8 n1a n/a BCDL 10.0 Code FBC2014TrP 12007 (Matrix-M) Weight:158lb FT=0 i LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oo bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1364/0-8-0,8=1334%0-8-0 Max Horz 2—181(LC 8) I Max Uplift2=834(LC 10),8=-816(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-20=-3072/1947,3-20=-3006/1958,3-4=-2470/1649,4-5=-3084/2041,5-6=-3225/2094, 6-7=-5097/3151,7-21=-5498/3558,8-21=5568/3547 BOT CHORD 2-13=-168712851,12-13=1687/2851,11-12=-1283/2335,10-11=-2748/4870, 8-10=-3247/5298 1 WEBS 3-12=690/474,4-1 1=-479/955 1 5-1 1=-345/702,6-11=2237/1326,6-10—1090/1891, 7-1 0=-516/51 0 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=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 3-9-10,Interior(1)3-9-10 to 31-2-6,Exterior(2)31-2-6 to 36-0-0 zone;C-C for members and forces&MW FRS for reactions shown;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 iof 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. i 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Gt=lb)2=834, 8=816. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE 11111-7473 rev.1 010 312 0 1 5 BEFORE USE. Design valid for use only with MrrekO connectors.This design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing �/IiTe k' Is always required for stability and to prevent collapse;wiftt 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 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 =optional) T12272594 ml 1324 A4 SPECIAL 1 Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:36 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-CcuFZDw2h_D5TvxOKgT9UlVgpgFV6508MbAIaTyStOX 6-5-8 6-5-8 ,12-0-0 17-8-0 2 -23-0-0 11- 2 26-9-9 35-0-0 6-0 -0040- 15-6-8 5�-4 5-3-12 0-11-1 2-9-13 8.2-7 I Scale=1:62.9 I Sx6= 3x4= 5x8— 2x3 11 4.00 FIT 4 5 6 7 2X3 2x3\\ 8 3 0 21 22 a I 1 01 2 I 11 9 10lmlm 5x12 MT18HS=0 o 12 i14 13 3x4= 3x6% 31X4= 5x6= 2.00 F12 3x12= i I I 8-8-2 13-7-8 17-6-0 23-11-12 35-0-0 8-8-2 4-11-6 3-10-8 6-5-12 11-0-4 Plate Offsets(X,Y)-- (2:0-3-14 0-1-81 (6.0-4-0 0-2-31 f9:0-1-15 Edge1 LOADING(psf) SPACING- 12-0-0 CS1. DEFL. In (]or,) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.72 11-12 >584 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.20 11-20 >349 240 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014/TP,12007 (Matrix-M) Weight:160 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0,9=1336/0-8-0 Max Horz 2=157(LC 8) ' Max Uplift2=831(LC 10),9=-818(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-21=-3149/2100,3-21=-3094/2113,3-4=-2905/1951,4-5=-2565/1803,5-6=-3339/2294, 6-7=5060/3236,7-8=-5111/3235,8-22=-5516/3643,9-22=-5586/3632 BOT CHORD 2-14=-1853/2936,13-14=-1432/2447,12-13=-2010/3393,11-12=2386/4107, 9-11=-3329/5316 WEBS 3-14_351/364,4-14=-240/456,4-13=-160/406,5-13=1117/691,5-12=139/464, 6-12=-857/437,6-11=-1124/1981,8-11=-528/512 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=45ft;L=50ft eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 3-9-10,Interior(1)3-9-10 to 31-2-6,Exterior(2)31-2-6 to 36-0-0 zone;C-C for members and forces&MW FRS for reactions shown;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 100 lb uplift at joint(s)except Qt=lb)2=831, 9=818. 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 MTTEK REFERANCE PAGE Mll-7473 rev.10103,2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 i Job Truss Truss Type Qty Ply 7o Cerfton Elev D T72272595 m11324 A6 HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL kfiGCA6bx7j2S7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:37 2017 Page 1 ID: _ yl HDXFw7ye3KX-hpSenZxgSHLy53WCu0_OOE2?pEforfeHbFvs7vyStOW r1-0-q 6-7-15 10-0-0 13-8-0 21-4-0 i 25-0-0 28-0-1 35-0-0 �6-0-0 t-0-0 6-7-15 3-4-1 3-8-0 7-8-0 34. 3-4-1 6-7-15 I Scale=1:61.8 5x8= 2x3 I 2x3 I 5x8= 4.00 FIT 4 23 24 5 25 26 6 27 28 7 2x3 2x3-5- 3 8 N rZ I- 14. 16 0 2 9 10 c11 Ic 6 6 16 15 14 13 12 11 3x4= 3x4 3x4= 3x4= 3x6 I 4x6= 4x6= 3x6 C I 10-0-0 1310 21-4-0 25-0-0 35-0-0 10-0-0 3-8-0 7-8-0 311 10-0-0 Plate Offsets(X,Y)-- f2:0-3-14,0-1-81,f4:0-5-4,0-2-81,n:0-5-4,0-2-81,(9:0-3-14,0-1-81 LOADING(psf) SPACING- 12-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.58 11-13 >445 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.90 13 >285 240 BCLL 0.0 ' Rep Stress Incr j YES WB 0.31 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Weight:153 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1119/0-8-0,14=369/0-8-0,9=1210/0-8-0 Max Harz 2=133(LC 9) Max Uplift2=-690(LC 10),14=216(LC 10),9=744(LC 10) Max Grav2=1119(LC 1),14=440(LC 19),9=1215(LC 20) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-2427/2216,3-4=2088/1872,4-23=2413/2208,23-24=2413/2208,5-24=-2413/2208, 5-25=2413/2208,25-26=2413/2208,6-26=-2413/2208,6-27=-2413/2208, 27-28=-2413/2208,7-28=-2413/2208,7-8=2362/2100,8-9=-2639/2389 BOT CHORD 2-16=-1947/2257,15-16=1488/1949,14-15=-1488/1949,13-14=-1885/2413, 12-13=1720/2226,11-12=-1720/2226,9-11=2102/2449 WEBS 3-16=407/543,4-16=-161/272,4-14=539/804,5-14=-514/583,6-13=238/314, 7-13=-224/323,7-11=-265/369,8-11=-317/459 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=45fh L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)-1-0-0 to 16-9-7,Interior(1)16-9-7 to 18-2-9,Exterior(2)18-2-9 to 25-0-0 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except(jt=lb)2=690, 14=216,9=744. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. R' Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not p` a truss system.Before use,the building designer must verlfy the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mi lY ek• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/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 Jab Truss Truss Type Qty Ply 70'carrion Elev D T12272596 m11324 B COMMON 3 1 Job Reference(optional)_ Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTsk Industries,Inc. Mon Oct 16 11:14:38 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-9?00_vylDbTpiC5OS5VdZSaGde6_a93RgvfPfMyStOV -1-0-0- 6-11-0 13-10-0 1-0-0 I 6-11-0 6-11-0 Scale=1:24.9 I 4x6= 3 i 4.00 12 i 4 2 ! �{ � ! o 5 3x5= 2x3 I I 3x5= 6-11-0 13-10-0 1 6-11-0 6-11-0 Plate Offsets(X Y)-- f2:0-0-6 Edgel f4:0-0-6 EdgeI LOADING(psf) SPACING- 12-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1 1.25 TC 0.30 Vert(LL) 0.05_ 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.09 5-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 6.10 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014l6Pi12007 (Matrix-M) Weight:47 lb FT=0 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 9-1-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=511/0-8-0,2=567/0-8-0 Max Horz2=93(LC 9) Max Uplift4=294(LC 10),2=-375(LC 10) I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=819/775,3-4=-818/775 BOT CHORD 2-5=-609/726,4-5=-609/726 WEBS 3-5=-14/271 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=45ft;L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW F.RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)4=294, 2=375. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i ®WARNING-Verify design parameters and READ NOT S ON THIS AND INCLUDED M/rEKREFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall i building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply 70'Carhon Elev D T12272597 m11324 BH7 BOSTON HIP 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:39 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-dBaOBEyw_ybgKMgb?oOs5f7LH2NUJWZa2ZOyBoyStOU 15-6-0 21-6-0 1-4 7-0-0 9-6-0 17-6-0 136-01 0 17-60 19-60 21-00 23-60 25-6-0 2&0.0 35-0-0 36a 1-ao 7-ao z-s-o 2-ao z-ao s- 1-s-o 2-0-0 2-ao 1-s-oas- z-ao z-ao 2-s-o 7-0-0 1•0-0 TOP CHORD MUST BE BRACED BY END JACKS, Scale:3/16"=1' ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURLINS AS SPECIFIED. 4.00 12 4x6= 12 14 16 3x6 9 _ 19 4x6 5x12% q 6 43 8 3x4 22 44 24 5x12 -3. 11 15 18 0 2627 d - 42 21 45 N N 2 28 P9 N N �11 I� O 35 34 33 32 31 30 o 4x6= 3x8= 3x4= 46= 4x5= 3X6= i 7-0-0 14-o-o 21.0-0 28-0-0 35-0-0 7-0-0 7-0-0 7-a0 7-0-0 7-0-0 Plate Offsets(X,Y)-- f24:0-3-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.48 32-33 >875 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.79 32-33 >534 240 BCLL 0.0 Rep Stress Incr YES WB 0.47 Horz(TL) 0.17 28 n/a n/a BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) Weight:208 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SIP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-7-8 oc bracing. WEBS 2x4 SP No.3 JOINTS 1 Brace at Jt(s):11,18,15,7,23 REACTIONS. (lb/size) 2=1349/0-8-0,28=1349/0-8-0 Max Horz2-223(LC 8) ' Max Uplift2=825(LC 10),28=-825(LC 10) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-42=-3169/2439,3-42=3067/2449,3-4=-1176/925,4-6=-1123/915,6-43=-1106/917, 8-43=-1106/919,8-9=1110/95,1,9-12=1090/1003,12-14=-1094/1064,14-16=-1093/1064, 16-19-1090/1002,19-22=-11i10/951,22-44=-1106/919,24-44=-1106/917, 24-26=-1123/915,26-27-1176/925,27-45=-3068/2449,28-45=-3170/2439, 3-5=2261/1955,5-7=-2264/1959,7-10=-2264/1959,10-11=-2264/1959, 11-1 3=-2264/1959,13-15=2264/1959,15-17=-2264/1959,17-18=-2264/1959, 18-20=-2256/1955,20-21=-2256/1955,21-23=2256/1955,23-25=2256/1955, 25-27=-2252/1950 BOT CHORD 2-35=-2167/2956,34-35=2176/2940,33-34=-2176/2940,32-33=-2536/3305, 31-32=-2177/2940,30-31=2177/2940,28-30=-2168/2957 WEBS 3-33=-390/438,18-33=-458/467,27-32=-385/414,14-15=-396/426 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=45ft L=50ft eave=6ft Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 3-9-10,Intedor(1)3-9-10 to 10-8-9,Extehor(2)10-8-9 to 17-6-0,Interior(1)24-3-7 to 31-2-6 zone;C-Cfor members and forces&MWFRS for reactions shown;Lumber DOL=1.60 plate grip i DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)"This truss has been designed for a live load of 20.0psf 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. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=825, 28--825. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Graphical pudin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.10/03&015 BEFORE USE. Design valid for use only with Mflek®connectors.ibis design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer mustiverlfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/iPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,1218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Oty Ply 70'Carkon Elev D T12272598 m11324 GRA SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 Mi rek Industries,Inc. Mon Oct 16 11:14:39 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-dBaOBEyw_vbgKMgb?oOs5f7TO2R6Jd6a2ZOyBoyStOU 4-1-8 5-7-3 8-2-13 9-8-8 13-10-0 14-10-0 1-0-0 4-1-8 1-5-11 2-7-9 1-5-11 4-1-8 Scale=1:27.4 j 2.37 12 I 4x4= 4x4= 4x10= 4x10= 4.00 12 19 4 20 21 5 22 6 3 I N 2 7 3 IN 12 23 11 10 24 9 2x3 11 3x4= 3x4= 2x3 II 3x4= 3x4= i r 4-1-8 5-7-3 8-2-13 9-8-8 13-10-0 4-1-8 1-5-11 2-7-9 1-5-11 4-1-8 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 0.18 Vert(LL) 0.08 11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.11 10 >999 240 BCLL 0.0 " Rep Stress Incr NO WB 0.05 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/1 1'12007 (Matrix-M) Weight:58 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=770/0-8-0,7=770/0;8-O Max Horz 2=65(LC 7) 1 Max Uplift2=-523(LC 8),7=-523(LC 8) Max Grav2=789(LC 17),7=789(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-1637/1097,3-19=-1654/1137,4-19=-1636/1125,4-20—1619/1110, 20-21=-1619/1110,5-21=-1619/1110,5-22=1636/1123,6-22=-1654/1131, 6-7=-1637/1053 BOT CHORD 2-12=-989/1522,12-23=-984/1524,11-23=-984/1524,10-11=-1085/1619, 10-24=-939/1524,9-24=-939/1524,7-9=-945/1522 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 13=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional);.Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water,ponding. 4)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 m fit between the bottom chord and any other embers. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=523, 7=523. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)63 lb down and 114 lb up at 4-1-8, 85 lb down and 124 lb up at 5-0-0,113 lb down and 146 lb up at 5-7-3,60 lb down and 129 lb up at 5-11-0,60 lb down and 129 lb up at 7-11-0,113 lb down and 146 lb up at 8-2-13,and 85 lb down and 124 lb up at 8-10-0,and 63 lb down and 139 lb up at 9-8-8 on top chord,and 6 lb down and 7 lb up at 4-1-8,18 lb down and 15'lb up at 5-0-0,33 lb down at 5-7-3,39 lb down at 5-11-0,39 lb down at 7-11-0,33 lb down at 8-2-13,and 18 lb down and 15 lb up at 8-10-0,and 6 lb down and 7 lb up at 9-8-8 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(pif) Vert:1-3=-54,3-4=-54,4-5=54,5-6=-54,6-8=54,13-16=20 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. nent,not a truss system.ystem.r useBefore onla use,the bth uilding designer must veri connectors.This fy the n Is applicab only of design parameters d properly Incorporate Individual ate 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 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 City Ply 70'Carhon Elev D T12272598 m11324 GRA SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:39 2017 Page 2 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-dBaOBEyw_ybgKMgb?oOs5f7TO2R6Jd6a2ZOyBoyStOU LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:3=7(B)4_64(B)5=64(B)6=7(B)12=-6(B)11=-35(B)10=-35(B)9=6(B)19=-28(B)20=-60(B)21=-60(B)22=-28(B)23=-18(13)24=-18(B) I I I I i I I I - I i I ' I it I i II I I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev-10/03/2015 BEFORE USE. Design valid for use only with MI1ek6 connectors.Thisldeslgn 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 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 �''��k• Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.l218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type aty Ply 70'Car@on Elev D T12272599 rot 1324 GRB SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:40 2017 Page 1 ID: kfiGCA6bx7j2Syl H DXFw7ye3KX-507mPazYlCjXyW FnZWX5etgadRm 12zTkH D8Wj EyStOT 1-o 5-0-0 10-3-0 15-6-0 21-6-0 26-2-0 28-1-0 35-0-0 6-0 -0-0 5-0-0 0 6-M 4-8-0 1-11-0 6-11-0 1-0-0 Scale:3/16"=l' I 2x3 14x4= - 4.00 12 4x8= 3x4= 3x6= 2x3 11 4x4 9 3 26 26 4 27 28 29 5 630 31 32 733 34 35 8 I � �1 2 I 10 11 Im1� 0 18 36 37 17 38 16 39 15_ 5 _4041 42 14 4313 12 0 3x4= 2x3 II Ii x4 3 = 3x6= 3x4=3x6= 3x4= 3x4= 5-0-0 1 -3-0 15f-0 21-6-0 28-1-0 35-0-0 5-0-0 5-3-0 5 3-0 6-0-0 6-7-0 6-11-0 Plate Offsets(X Y)-- (3-0-5-4 0-2-01 1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.11 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.17 17-18 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.04 15 n/a n/a BCDL 10.0 Code FBC2014lfP12007 (Matrix-M) Weight:146lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-7-7 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 4-15 REACTIONS. All bearings 0-8-0. (lb)- Max Horz 2=96(LC 7) Max Uplift All uplift 100 lb or lesls at joint(s)except 2=-546(LC 8),15=-835(LC 8),14=-542(LC 8),10=328(LC 8) Max Grav All reactions 250 lb or less at joint(s)except 2=803(LC 17),15=1303(LC 1),14=906(LC 1),10=531(LC 14) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-168411053,3-25=1384/436,25-26=1384/936,4-26=1384/936,4-27-288/567, 27-28-288/567,28-29=-288/567,5-29=-288/567,5-30=-288/567,6-30=-288/567, 6-31=-288/567,31-32=288/567,32-33=-288/567,7-33=288/567,7-34=-288/567, 34-35=-288/567,8-35=-288/567,8-9=-616/296,9-.10=-644/276 BOT CHORD 2-18=907/1561,18-36=-902/1574,36-37=-902/1574,17-37=-902/1574,17-38=-838/1384, 16-38=838/1384,16-39=838/1384,39-40=-838/1384,15-40=838/1384, 15-41-567/412,41-42=567/4i12,42-43=-567/412,14-43_567/412,13-14=-125/571, 12-13=125/571,10-12=-147/549 WEBS 3-18=0/306,4-17=0/349,4-15 2031/1286,6-15=504/480,7-14=-430/408, 8-14=-978/572 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=4511;L=50fh eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 546 lb uplift at joint 2,835 lb uplift at joint 15 542 lb uplift at joint 14 and 328 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. 8)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)257 lb down and 341 lb up at 5-0-0, 100 lb down and 129 lb up at 7-0-12,100 lb down and 129 lb up at 9-0-12,100 lb down and 129 lb up at 11-0-12,100 lb down and 129 lb up at 13-0-12,100 lb down and 129 lb up at 15-0-12,100 lb down and 129 lb up at 17-0-12,and 100 lb down and 129 lb up at 19-0-12,and 100 lb down and 129 lb up at 21-1-4 on top chord,and 83lb down at 5-0-0,39 lb down at 7-0-12,39 lb down at 9-0-12, 39 lb down at 11-0-12,39 lb down at 13-0-12,39 lb down at 15-0-12,39 lb down at 17-0-12,and 39 lb down at 19-0-12,and 39 lb down at 21-1-4 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 9)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). AD S Standard WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE U11--7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTe k• Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,'218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 70'Carhon Elev D T12272599 m11324 GRB SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:40 2017 Page 2 1 D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-507mPazylgXyW FnZWX5etgad Rm12zTkH D8Wj EyStOT LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increise=1.25,Plate Increase=1.25 Uniform Loads(pif) Vert:1-3=-54,3-8=-54,8-9=-54,9-11=-54,19-22=-20 Concentrated Loads(lb) Vert:3=-160(F)18=-45(F)25=60(F)I 26=-60(F)27=60(F)29=-60(F)30=-60(F)31=-60(F)32=-60(F)33=60(F)36=-13(F)37=-13(F)38=-13(F)39=-13(F)40=-13(F) 41=-13(F)42=-13(F)43=-13(F) I I i I I it i I j ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev,10/03,2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an Individual building component.not 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 en buckling f Individual truss chord nlyguidancelaadng eWent bracing MaT�k• is always reqired for stabi ty andd to prent collapsewiith possible per onal IJury and p operty damage. For general egdth fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instttute,��218 N.Lee Street Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply C'Carhon Elev DT12272600 ml 1324 GRC HIP 1 1b Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:41 2017 Page 1. ID: kfiGGA6bx7j2SyI H DXFw7ye3KX-Zah8cw_AW W rOZggz7D2KA4Chvr1 unLGtW tt3GhystOS 1-0 8-0-0 13-8-0 17-6-0 21-4-0 27-0-0 35-0-0 6-0- -0-0 8-0-0 5-8-0 3-10-0 3-10-0 5-8-0 8-0-0 1-0-0 Scale=1:61.8 I 5x8 MT18HS= 5x8 MT18HS= "4.00 12 i 2x3 11 3x8= 3x6= 2x3 I 31 23 24 -25 426 27 285 6 729 30 31 32 8 m li i nT1 2 - 9 10♦m N m Ira p o O 16 33 15 14 34 35 36 37 13 38 12 39 11 3x5% 2{3 I I 3x6= 6x10= 6x10= 3x6= 2x3 11 3x5 I 8-0-0 13-8-0 21-4-0 27-0-0 35-0-0 5-0-0 5-8-0 7-8-0 5-8-0 8-0-0 Plate Offsets(X Y)-- [2:0-3-14 0-1-8) (3:0-5-4 0-2-8) f8:0-5-4 0-2-8) [9:0-3-14 0-1-8] .I LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.15 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.38 13-14 >680 240 . MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014712007 (Matrix-M) Weight:157 lb FT=0 " LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-6 oc bracing. WEBS 2x4 SP No.3`Except' WEBS 1 Row at midpt 3-,14,5-14 4-14,7-13:2x6 SP No.2 REACTIONS. (lb/size) 2=449/0-8-0,14=3518/0-8-0,9=1218/0-8-0 Max Horz2=-109(LC 6) Max Upl1ft2=-323(LC 8),14-2093(LC 8),9=-780(LC 8) MaxGrav2=458(LC 17),14=3518(LC 1),9=1220(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All folces 250(lb)or less except when shown. TOP CHORD 2-3=-317/187,3-23-1062/1902,23-24=-1062/1902,24-25=-1062/1902,4-25=-1062/1902, 4-26=-1062/1902,26-27=-1062/1902,27-28-1062/1902,5-28=-1062/1902, 5-6=-1918/1207,6-29=-1918/1207,7-29-1918/1207,7-30-1918/1207, 30-31=-1 918/1207,31-32=-1918/1207,8-32=-1918/1207,8-9-2666/1597 BOT CHORD 16-33=-164/271,15-33=-164/271,14-15-164/271,14-34=-154/251,34-35-154/251, 35-36=-154/251,36-37=154/251,37-38-154/251,13-38=-154/251,12-13=-139712496, 12-39=-1397/2496,11-39-1397/2496,9-11=-1 388/2466 WEBS 3-16-171/645,3-14=-2381/1445,4-14=-646/592,5-14-2622/1675,5-13-1101/2042, 7-13=-599/556,8-13=-645/411,8-11=-1 69/645 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=45ft;L=5011;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water�ponding. 4)All,plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 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)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 323 lb uplift at joint 2,2093 lb uplift at joint 14 and 780 lb uplift at joint 9. 8)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 9)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)182 lb down and 312 lb up at 8-0-0, 107 lb down and 173 lb up at 10-0-12,107 lb down and 173 lb up at 12-0-12,107 lb down and 173 lb up at 14-0-12,107 lb down and 173 lb up at 16-0-12,107 lb down and 173 Ib up at 16-11-4,107 lb down and 173 lb up at 18-11-4,107 lb down and 173 lb up at 20-11-4,107 lb down and 173 lb up at 22-11-4,and 107 lb down and 173 lb up at 24-11-4,and 182 lb down and 312 lb up at 27-0-0 on top chord,and 411 lb down and 242 lb up at,8-0-0,79 lb down and 1 lb up at 10-0-12,79 lb down and 1 lb up at 12-0-12,79 lb down and 1 lb up at 14-0-12,79 lb down and 1 lb up at 16-0-12,79 lb down and 1 lb up at 16-11-4,79 lb down and 1 lb up at 18-11-4,79 lb down and 1 lb up at 20-11-4,79 lb down and 1 lb up at 22-11-4,and 79 lb down and 1 lb up at 24-11-4,and 411 lb down and 242 lb up ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev.10103/2015 BEFORE USE �• 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 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 M iTek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and Truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute;218 N.Lee Street.Suite 3 1 Z Alexandria VA 22314. Tampa,FL 33610 Job Truss Fuss ypQty Ply 70'Carhon Elev D Job GRC 1 1 T12272600 Job Reference(optional) m11Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:41 2017 Page 2 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-Zah8cw_AW WrOZggz7D2KA4Chvrl unLGtWtt3GhyStOS NOTES- 10)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(pit) I Vert:1-3=-54,3-8=-54,8-10=-54,17 20=-20 Concentrated Loads(lb) Vert:3=-126(B)6=-107(B)8=-126(B)15=-50(B)16=-411(B)11=-411(13)12=50(B)23=107(B)25=-107(B)26=107(B)27=107(B)28=-107(B)29=-107(B)30=107(B) 32=-107(B)33=50(B)34=50(B)35=-50(B)36=50(B)37=-50(B)38=-50(B)39=50(B) i I I ' I I I I I j I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MrFEKREFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE 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 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' B always required for stability and to prevent collapse,wifh possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of,trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply 70'Carlton Elev D T12272601 ml 1324 J1 MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:42 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-1 mF-WqG?oHgzFBgOAhxaZjll_dFXGW_fOIXddo7ystOR -1-0-0 1-0-0 1-0-0 1-0-0 Scale=1:6.2 3 4.00 12 2 1 4 I I i 3x4= 1-0-0 1-0-0 i LOADING(psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 5 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a Na BCDL 10.0 Code FBC2014lrP12007 (Matrix-M) Weight:5 lb FT=0% i LUMBER- BRACING- TOP CHORD 2x4 SP N0.3 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical,2=113/0-8-0,4=4/Mechanical Max Horz2=48(LC 10) Max Uplift3=-5(LC 7),2-127(LC 10),4=-2(LC 7) Max Grav3=12(LC 16),2=113(LC 1),4=11(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forlces 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=45fh L=5011;eave=6ft Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 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 5 lb uplift at joint 3,127 lb uplift at joint 2 and 2 lb uplift at joint 4. 1 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i i I A WARNING-Verify design parameters end READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE 01.7473 rev.1010312015 BEFORE USE. Design valid for use only with MRekO connectors.Thly deslgn 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 Info 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 I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,1 218 N.Lee Street,Suite 312,Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type City Ply 70'CerRon=Iev D T72272602 m11324 J2 MONO TRUSS 4 i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:42 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-1 mFWgG?oHgzFBgOAhxaZj ll_dFXgW_fOlXddo7yStOR -1-0-0 2-0-0 1-0-0 2-0-0 Scale=1:7.9 3 4.00 12 2 o N 1 i to I 3x4= 4 2-0-0 2-0-0 LOADING(psf) SPACING- j 2-0-0 CSI. DEFL. in (too) 1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n1a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:8 lb FT=0 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 10) Max Uplift3=-30(LC 10),2=131(LC 10),4=-3(LC 7) Max Grav3=40(LC 15),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;B=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and"C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown; 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 loan 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. t 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I i I ®WARNING.Verily design pammeters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MII--7473 rev.10/03/2015 BEFORE USE Design valid for use only with MITek®connectors.Thig design is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall Iva building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' 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 BC51 Buliding Component 6904 Parke East Blvd. Safety Information available from Tn w Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply 70'Carlton Elev D T12272603 m11324 J3 MONO TRUSS 2 1 I Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:43 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-VzpvlcOR2755p_zMEe5oGV19NfgdFRvAzBMAKZyStOO -1-0-0 i 3-0-0 1-d-0 3-0-0 Scale=1:9.6 3 1 4.00 12 I 2 I i ' 1 4 i i 3x4= 3-0-0 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.01 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/TP12007 (Matrix-M) Weight:11 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=58/Mechanical,2=184/0-8-0,4=31/Mechanical Max Horz 2=85(LC 10) 1 Max Uplift3=-53(LC 10),2=-149(LC 10),4=-3(LC 10) Max Grav3=64(LC 15),2=184(LC 1),4=44(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All foirces 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=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterjor(2)zone;C-C for members and forces&MWFRS for reactions shown; 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 53 lb uplift at joint 3,149 lb uplift at joint 2 and 3 lb uplift at joint 4. j 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I I I i ®WARNING-Verify design parameters and READ NO I ES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11411-7473 rev.10103/2015 BEFORE USE. �' Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall p+�A building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing i V l iTe k• Is always required for slabllity 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-69 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 J4 MONO TRUSS 4 1 70'Carlton Elev D T12272604 m11324 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:43 2017 Page i I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-VzpvlcOR2755p_zMEe5oGVl6ufpl FRvAzBMAKZyStOQ -1-0-0 4-" 1-0-0 4-" Scale=1:11.2 3 4.00 12 I � N r; i 2 1 i, 3x4= 4 4-" 4-0-0 I LOADING(psf) SPACING- 1 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 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 FBC20141TP12007 (Matrix-M) Weight:14lb FT=0% 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. REACTIONS. (lb/size) 3=79/Mechanical,2=227/0-8-0,4=39/Mechanical Max Horz 2=104(LC 10) Max Uplift3=-75(LC 10),2=-170(LC 10),4=-3(LC 10) Max Grav3=86(LC 15),2=227(LC 15),4=58(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second;gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft B=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; 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 75 lb uplift at joint 3,170 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 I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MR-7473 rev.10/032015 BEFORE USE Design valid for use only with MI1eko 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 bullding design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312.Alexandria,VA 22314. Tampa,FL 33610 Jab Truss I Truss Type Qty Ply 70'CarHon Elev D T12272605 m11324 JS MONO TRUSS 11 t Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M7ek Industries,Inc. Mon Oct 16 11:14:43,2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-VzpvlcOR2755p_zMEe5oGV124fnPFRvAzBMAKZyStOQ -1-0-0 5-0-0 1-0-0 5-0-0 Scale=1:12.9 3 4.00 12 i I 2 l � 1 4 3x4= i 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CS11. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.04 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/TP12007 (Matrix-M) Weight:17 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanical,2=274/0-8-0,4=47/Mechanical Max Horz2=123(LC 10) 1 Max Uplift3=-96(LC 10),2=-1941(LC 10) Max Grav3=109(LC 15),2=276(LC 15),4=75(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=45ft;L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; 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 3 and 194 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I i i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 111II--7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek5 connectors.Th�s design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing 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 tracing bf trusses and truss systems,seeANSI/1Pl1 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,Alexandda VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply �70'CarltonElev D T72272606 m11324 J6 MONO TRUSS 4 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:44 2017 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-z9NH FyO3pRDyQ7YYoMc1 ojg8f36C_u9JCr6js?ySt0P -1-0-0 6-0-0 1-0-0 6-" Scale=1:14.5 3 4.00 12 I 2 1 I i I 3x4 4 i 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1 1.25 TC 0.85 Vert(LL) 0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL J 1.25 BC 0.43 Vert(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 BCDL 10.0 Code FBC2014RP12007 (Matrix-M) Weight:20 lb FT=0% LUMBER- BRACING- TOP;CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=118/Mechanical,2 316/0-8-0,4=53/Mechanical Max Harz2=140(LC 10) Max Uplift3=115(LC 10),2=-215(LC 10) Max Grav3=129(LC 15),2=319(LC 15),4=88(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-secondlgust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;13=45ft;L=50ft;eave=6ft Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf1bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 115 lb uplift at joint 3 and 215 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i i I I J ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. �+ Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,The building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTek' 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 bracinglof 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 �70'Carfton Elev D T12272607 m11324 J8 MONO TRUSS 11 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:44 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-z9N HFyO3pRDyQ7YYoMc 1 ojgEY393_u9JCr6js?yStOP _1_0_0 8-0-0 1-0-0 8-0-0 Scale=1:17.7 3 I I I � 4.00 12 I i I i 2 I I 1 3x5= 4 i 8-0-0 8-0-0 Plate Offsets(X Y)-- (2'0-1-10 0-0-4) I 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 0.47 Vert(LL) 0.10 4-7 >899 360 MT20 2441190 TCDL 7.0 Lumber DO 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 n/a BCDL 10.0 Code FBC2014ffP12007 (Matrix-M) Weight:26 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. (lb/size) 3=161/Mechanical,2=404/0-8-0,4=70/Mechanical Max Horz2=178(LC10) 1 Max Uplift3=-158(LC 10),2=261(LC 10) Max Grav3=175(LC 15),2=4111i(LC 15),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=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and.forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 pst 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 158 lb uplift at joint 3 and 261 lb uplift at joint 2. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I, I I I i 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev 10103,2016 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,rp not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall �A T building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing IYI O e W Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding The fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street Suite 312 Alexandria VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 70'Carhon Elev D T12272608 m11324 JA MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MTek Industries,Inc. Mon Oct 16 11:14:45 2017 Page 1 I D:_kfrGCA6bx7j2Sy1 HDXFw7ye3KX-SLxfSl1 haILp2H71M37GLwN UsSX_jLPTRVrH PSySt00 -1-0-0 2-4-3 1-0-0 2-4-3 Scale=1:8.5 3 4.00 12 I I 2 ' 1 i i I I 3x4= 4 2-43 2-43 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 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(fP12007 (Matrix-M) Weight:9lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=43/Mechanical,2=154/0-8-0,4=25/Mechanical Max Horz 2=73(LC 10) Max Uplift3=-38(LC 10),2=136(LC 10),4=-4(LC 10) Max Grav3=47(LC 15),2=154(L'C 1),4=33(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=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; 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 38 lb uplift at joint 3,136 lb uplift at joint 2 and 4 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 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. 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�eriry 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 sfabtilfy 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 hurss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institLdo,'218 N.Lee Street,Suite 312.Alexandra,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 70'Carlton Elev D T12272509 m11324 JB I MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:45 2017 Page 1 1 D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-SLxfSI I halLp2H71M37GLwN HMSP6jLPTRVrHPSySt0O -1-2-5 5-5-11 1-2-5 5-5-11 Scale=1:12.9 3 I I 3.35 F12 2 1 i I 3x4= 4 5-5-11 5-5-11 I LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.98 Vert(LL) 0.06 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.06 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/TP12007 (Matrix-M) Weight:19lb FT=0% LUMBER- I BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=107/Mechanical,2=300/0-8-0,4=51/Mechanical Max Horz2=114(LC 10) Max Uplift3=-99(LC 10),2=-222(LC 10),4=-1(LC 10) Max Grav3=107(LC 1),2=300(LC 1),4=80(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=45fh L=50ft;eave=6ft;Cat.Il; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Corner(3)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 ! 2)This truss has been designed fora 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 99 lb uplift at joint 3,222 lb uplift at joint 2 and 1 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 ®WARNING-Verity design pammefers and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 11411-7473 rev.1010312015 BEFORE USE Design valid for use only with MITek8 connectors.This design is based only upon parameters shown.and Is for an Individual building component not a 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 MiTek' B 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 Instihde,218 N.Lee Street Suite 312.Alexandria VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply 70'Carhon Elev D T12272610 m11324 JC MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Foil Pierce,FL 7.640 s Aug 16 2017 Mi rek Industries,Inc. Mon Oct 16 11:14:45 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-SLxfSll halLp2H71M37GLwNUsSY-jLPTRVrHPSySt0O -1-0-0 1-1-4 1-0-0 1-1-4 Scale=1:6.3 3 4.00 12 i 2 it 1 i i ' 4 3x4= 1-1-4 114 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC. 0.18 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(fL) -0.00 5 >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 FBC20141TP12007 (Matrix-M) Weight:5lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=12/Mechanical,2=115/0-8-0,4=8/Mechanical Max Harz2=50(LC 10) 1 . Max Uplift3=-7(LC 7),2=-126(LC 10),4=-3(LC 7) Max Grav3=14(LC 15),2=115(LC 1),4=13(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=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 1 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 7 lb uplift at joint 3,126 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 I i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M!!EK REFERANCE PAGE Mli-7473 rev.10/032015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component.not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent budding of Individual truss web and/or chord members only.Additional temporary and permanent bracing �Te k•is always required for stability and to prevent collapse,with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type city Ply 70'Carhon Elev D T72272611 ml 1324 KJ5 MONO TRUSS 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:46 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-wYV1fe2JK2TggRixwmeVt8wdusrDSoecf9bgxuyStON -1-5-0 3-11-0 7-0-2 1-5-0 3-11-0 3-1-2 Scale:3/4°=1' 3 I i 2.83 F12 I l I i 2 I 1 I 3x4'= 4 7-0-2 7-0-2 LOADING(psf) SPACING- .2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.12 4-7 >659 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:23 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=179/Mechanical,2=264/0-11-5,4=78/Mechanical Max Horz 2=109(LC 8) Max Uplift3=-167(LC 8),2=-206(LC 8) Max Grav3=184(LC 13),2=264(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 lust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft B=45ft L=50ft;eave=6ft;Cat.li; 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 167 lb uplift at joint 3 and 206 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. 7)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(pit) Vert:1-2=-54 Trapezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-3=-95(F=2,0,B=-20),5=0(F=10,13=10)-to-4=-35(F—8,B=-8) I I i ®WARNING.Verily design parameters and READ NOTES' ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use.the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapselwith possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and tracing of,trusses and truss systems,seeANSI/TPI t Quality Criferla,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 Q y Ply ['CarhonElevD T12272612 m11324 KJ8 MONO TRUSS 2 1b Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 M7ek Industries,Inc. Mon Oct 16 11:14:46 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wYV1fe2JK2TggRixwmeVtoweGsr2SjYcfgbgxuyStON 7_P_7 11-3-0 1-5-0 7-2-7 4-0-9 Scaler 1: I 2.83 12 3x4 5: 12 3 11 i 10 2 Li 13 14 6 .15 2x3 11 3x4= 3x4= 5 i 7-2-7 i 11-0_12_ 11-3r0 7-2-7 3-10-5 d-2-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.05 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1 1.25 BC 0.22 Vert(TL) -0.09 6-9 >999 240 BCLL 0.0 ' Rep Stress Incr ! NO WB 0.33 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:44 lb FT=0% LUMBER- j BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=96/Mechanical,2=479/0-11-5,5=389/Mechanical Max Horz2=178(LC 8) Max Uplift4=-94(LC 8),2=339(LC 8),5=-213(LC 8) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-10=826/510,10-11=806/492,3-11=-776/448 BOT CHORD 2-13=-508/784,13-14=-508/784,6-14=-508f784,6-15=508f784,5-15=-508f784 WEBS 3-6=0/270,3-5=859/557 NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft 6=45ft;L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to.truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 94 lb uplift at joint 4,339 lb uplift at joint 2 and 213 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)38 lb down and 61 lb up at 2-11-0, 38 lb down and 61 lb up at 2-11-0,8 lb down and 106 lb up at 5-8-15,8 lb down and 106 lb up at 5-8-15,and 42 lb down and 145 lb up at 8-6-14,and 42 lb down and 145 lb up at 8-6-14 on top chord,and 31 lb up at 2-11-0,31 lb up at 2-11-0,11 lb down and 31 lb up at 5-8-15,11 lb down and 31 lb up at 5-8-15,and 31 lb down and 14 lb up at 8-6-14,and 31 lb down and 14 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) Vert:1-4=54,5-7=-20 Concentrated Loads(lb) Vert:10=80(F=40,B=40)11=-5(F=3,B=-3)12=-83(F=-42,B=-42)13=14(F=7,B=7)14=-21(F=11,B=11)15=-50(F=-25, B=-25) ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev.10103/2075 BEFORE USE. Design valid for use only with MITek®connectors.Thi design is based only upon parameters shown,and Is for an Individual building component.not a truss system.Before use,The building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building design. Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding The fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute;218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty, Ply 70'Carkon Elev D T12272613 ml 1324 KJA MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:47 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-OK3Pt_3x5MbXHbH7TUgkQLSgNGCZBEumupKNTKyStOM -1-2-9 6-0-4 1-2-9 6-0-4 Scale=1:13.9 3 3.30 F12 I 2 1 i 4 3x4 6-0-4 6-0-4 - -- -- -- LOADING(psf) SPACING- I2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL i 1.25 TC 0.18 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.06 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014(fP12007 (Matrix-M) Weight:20 lb FT=0% 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 10-0-0 oc bracing. I REACTIONS. (lb/size) 3=13... echanical,2 o4/0-9-11,4=57/Mechanical Max Horz 2=97(LC 8) Max Uplift3=-124(LC 8),2=-159(LC 8) Max Grav3=135(LC 13),2=204(LC 1),4=93(LC 3) 1 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=45ft;L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 2)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4)Refer to girder(s)for truss to truss connections. 5)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 124 lb uplift at joint 3 and 159 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. 7)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:1-2=-54 Trapezoidal Loads(plf) Vert:2=0(F=27,13=27)-to-3=-81(F=14,B=-14),5=0(F=10,13=10)-to-4=-30(F=-5,B=-5) ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.Thisldesign is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,The building designer must Iberify The applicability of design parameters and properly Incorporate this design Into the overall �A �_ building design. Bracing Indicated Is to prevent buckling of individual truss web andlor chord members only.Additional temporary and permanent bracing M iTe k 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,1218 N.Lee Street Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type aty Ply 70'CarNon Elev D T12272614 ml 1324 KJB MONO TRUSS 2 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:47 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-Ok3Pt_3x5MbXHbHTrU9kaLSrdGDRBEumupKNTKyStOM -1-2-9 4-11-9 1-2-9 4-11-9 Scale:1'=1' 3 I 3.30 12 I I 2 1 3x4= 4 I I 4-11-9 4-11-9 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL j 1-.25 TC 0.10 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(fL) 0.00 2 n/a " n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:17lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=90/Mechanical,2=I 61/0-9-11,4=40/Mechanical Max Horz2=75(LC 8) Max Uplift3=-82(LC 8),2=-139(LC 8) Max Grav 3=90(LC 1),2=161(LC 1),4=69(LC 3) FORCES. (lb)-Max.Comp./Max.Ten.-All fo I rces 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=45ft;L=50ft eave=6ft 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 nonconcurreht 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 82 lb uplift at joint 3 and 139 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. 7)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:1-2=54 Trapezoidal Loads(plf) Vert:2=0(F=27,B=27)-to-3—67(F=-7,B=-7),5=0(F=10,13=10)-to-4=-25(F=2,B=-2) I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev.10/032015 BEFORE USE. Design valid for use only with MITek®connectors.*Is design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overallbui 4 is all dling ways required red for,stan. bility andd Is to to prevent coliapseevent lwitith o Individual truss f personal web andrproord perty darnagse.nlFor general guidance regarding he.Additional temporary and Went bracing MO IeK• fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSi/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instihde,218 N.Lee Street,Sulte 312.Alexandria.VA 22314. Tampa,FL 33610 Job Truss Truss Type ci y Ply 70'Carlion Elev D T72272615 ml 1324 MV2 VALLEY 1 1 Job Reference o tional Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:48 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-swco4J3ZsgkOvlsJlBgzzZ?lAgacwh8v7T4x?nyStOL 2-0-0 2.0-0 4.00 12 Scale=1:6.1 2 C. i I 3 3x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a n/a 999 BOLL 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) Weight:5 lb FT=0 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) 1=41/2-0-0,2=30/2-O O,3=11/2-0-0 Max Horz 1=21(LC 10) Max Upliftl=20(LC 10),2=-30(LC 10) Max Gravl=42(LC 15),2=32(LC 15),3=22(LC 3) FORCES. (Ib)-Max.Comp./Max.Ten.-All to;ces 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=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)`This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Bearing at joint(s)2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 30 lb uplift at joint 2. 7)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I i i i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MI1­7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek&connectors.This design is based only upon parameters shown.and Is for an individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and 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 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 1 Job Truss Truss Type Oty Ply �70'CarftonElavD T72272616 ml 1324 - MV4 VALLEY 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:48 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-swco4J3ZsgkOvlsJ1BgzzZ9.yOgYlwh8v7T4x?nyStOL 4-0-0 4-0-0 Scale=1:9.5 2 3x4 I 4.00 FIT 1 i 3 I �I 3x4% 3x4 II 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 0.37 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014lrP12007 (Matrix) Weight:12 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=109/4-0-0,3=109/40-0 Max Horz 1=56(LC 10) Max Upliftl 54(LC 10),3=-72(L= C 10) Max Grav1=112(LC 15),3=117(LC 15) 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=45ft L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Exterior(2)zone;C-C for members and forces&MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2)Gable requires continuous bottom chord bearing. 3)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5)Provide mechanical connection(by others)If truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 72 lb uplift at joint 3. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I I ®WARNING-Verify design parameters and READ NOT SON THIS AND INCLUDED MITEK REFERAMCE PAGE MII--7473 rev.10AW015 BEFORE USE. Design valid for use only with MITek®connectors.Thirdesign 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 ��-�A111���i building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing M fTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instituter 218 N.Lee Street,Suite 312,Alexandria VA 22314. Tampa,FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ff-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 c1-2 c2s 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves oNC7-8 WEBS �V 4 may require bracing,or alternative Tor I v 0 bracing should be considered. = r N 3, Never exceed the design loading shown and never �p 3U stack materials on inadequately braced trusses. 0 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c6a ash 0 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 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 otherwlse-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. or treated lumber may Use of green y 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, 20.Design assumes manufacture in accordance with MiTek Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses, MiTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015