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HomeMy WebLinkAboutMitek, truss info Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These.truss designs rely on lumber values established by others. MiTek® RE: m11324 - 70' Carlton Elev D MITek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa,FL 33610-4115 Customer Info: WYNNE BUILDING CORPORATIN Project Name: m11324 Model: r 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/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: 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. No. Seal# Truss Name Date No. Seal# Truss Name I Date 1 IT122725901A 10/16/17 18 IT122726071,18 10/16/17 12 I T12272591 J Ai 1 10/16/17 1 19 I T12272608 1 JA 1 10/16/17 13 1 T12272592 1 A2 1 10/16/17 120 I T12272609 I JB 1 10/16/17 14 1 T12272593 1 A3 1 10/16/17 1 21 I T12272610 1 JC 1 10/16/17 15 T12272594 1 A4 1 10/16/17 122 J T12272611 1 KJ5 1 10/16/17 16 T12272595 1 A6 1 10/16/17 123 1 T1 2272612 1 KJ8 10/16/17 17 I T12272596 1 B 1 10/16/17 124 1 T1 22726131 KJA 1 10/16/17 18 1 T12272597 1 BH7 1 10/16/17 125 1 T12272614 1 KJB 1 10/16/17 19 1 T12272598 1 GRA 1 10/16/17 1 26 1 T12272615 1 MV2 1 10/16/17 110 1 T12272599 1 GRB 1 10/16/17 127 1 T12272616 1 MV4 1 10/16/17 1 Ill I T12272600 1 GRC 1 10/16/17 112 I T12272601 I J1 1 10/16/17 113 I T12272602 I J2 10/16/17 114 I T12272603 1 J3 10/16/17 115 I T12272604 1 J4 1 10/16/17 116 I T12272605 I J5 1 10/16/17 117 I T12272606 I J6 1 10/16/17 The truss drawing(s)referenced above have been prepared by A►r°°j,��' MiTek USA,Inc. under my direct supervision based on the parameters ��°� 44� *�, provided by Chambers Truss. �.`�� E N Truss Design Engineers Name: Albani, Thomas 39380 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 O'.• SZR TE O F designs comply with ANSI/TPI 1. These designs are based upon parameters �� shown(e.g.,loads,supports,dimensions,shapes and design codes),which were �'��s• \O,.•�\,�� filereferenice purposeponly,anect d was not ecific �taken into cc included ount in for the preparationcustomersof ���� �®�---��,�'&/ON A' these designs. MiTek has not independently verified the applicability of the design qy parameters or the designs for any particular building. Before use,the building designer Thomas A.Mani PE No.39380 should verify applicability of design parameters and properly incorporate these designs MITek USA,Inc.FL Cert 6634 into the overall building design per ANSI/TPI 1,.Chapter 2. 6904 Parke East Blvd.Tampa FL 33610 Date: October 16,2017 Albani,Thomas 1 of 1 - I Job Truss Truss Type Qty Ply �70 T12272590 ml 1324 A COMMON 10 1 Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:33 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-o2C7xBu9O3rWcRCRfYvSsOtMBdKsvm5igdxe_8yStOa r1-0-Q 8-4-0 r 12-11-0 17-6-0 22-1-0 26-8-0 1 35-0-0 36-0-0 �1-0-0 8-0-0 4-7-0 4-7-0 4-7-0 4-71 8-4-0 1-0-0 Scale=1:60.8 i 4.00 12 45= 6 _ 2X3 11 25 26 2x3 11 3x6% 5 7 3x6 3x4 4 - 8 3x4 3 9 24 27 i N1 2 10 11 'n rj Ir;, O 17 16 15 28 29 14 13 12 6 = 2x3 11 46= 3x8= 2x-3 I 45 45 = 3x8= 46= 8-4-0 12-11-0 22-1-0 26-8 2 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) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.29 14-15 >999 360 MT20 244/190 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 FBC2014/TP12007 (Matrix-M) Weight:166lb FT 0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc purlins. 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 Horz 2=-223(LC 8) Max Uplifl2=775(LC 10),10=-775(LC 10) FORCES. (Ib)-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=-1049/1961,14-29=-1049/1961,13-14=-1759/2936,12-13=-1759/2936, 10-12=-1759/2936 WEBS 6-14=-567/992,7-14=-282/268,9-14=-536/424,6-15=-567/992,5-15=-283/268, 3-15=-534/424 NOTES- 1)Unbalanced roof live loads have been considered for this design. 2)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12111;B=45ft;L=50ft;eave=6ft;Cat.11; Exp C;Encl.,GCpi=D.18;MWFRS(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)22-1-0 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.Olb 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.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. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=1b)2=775, 10=775. 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 MrrEK REFERANCE PAGE M11.7473 rev.1010312015 BEFORE USE. Design valid for use only with MlTek(D 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 Info the overall NiiTek� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and tracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria VA 22314. Tampa,FL 33610 I , Job Truss Truss Type Qty Ply �70'CarhonElevD T12272591 m11324 Al SPECIAL 9 1 i Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:34 2017'Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-G EmV8Xvn9NzN DbndDFQhOcQR_1 aOeF7rvHhBW byStOZ 1-0- 7-8-0 13-7-8 17-6-0 23-11-12 26-9-10 35-0-0 6-0- -0-0 7-8-0 5-11-8 3-10-8 6-5-12 2-9-14 8-2-6 1-0-0 I Scale=1:61.8 r 4.00[12 5x8= 6 2x3 i 2x3 I I 3x6% 22 5 23 5x6 W B 13 7 4 8 2x3_ 3x4% ' 3 9 i 21 24 i u> 2 12 10 11 j'n `A 1 26 5xl2 MT18HS= 25 6 d I o 14 13 2x3 I I 5x12= 3x12= 3X6% 2.00 12 I I 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 i8:0-3-0,Edgel,f10:0-1-15,Edgel LOADING(psf) SPACING- 2-0-0 CSi. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 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:159lb FT 0% I LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 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`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 Horz2=223(LC 9) Max Uplift2=833(LC 10),10=816(LC 10) I , 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, J 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- j 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.il; 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&MWFRS 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members,with BCDL=10.Opsf. 9)Bearing at joint(s)10 considers parallel to grain value using ANSVTPI 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. I , i i i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with 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' 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 Md. 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 T12272592 m11324 A2 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:35 2617 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-kQKtMtvPwg5ErlMgmzxwxpyfwQw5N eX_BxQl21 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-D I� Scale:3/16"=1' rJ i i 4.00 F12 5x6= 4x4= i I 5 6 3x4 _ 3 5x6 WB% 78\ 5x6 C I 34 89 i I n 22 23 , N 12 Lot 2 10 11 N co 13 5x12 MT18HS= I7 15 14 3x10= o 3xfi 2x3 5x6= = 3x12= 2.00 12 i I i 8-0-1 13-7-8 19-0-0 i 23-11-12 35-0-0 8-D-1 5-7-7 5-4-8 4-11-12 11-0-4 Plate Offsets(X,Y)-- [2:0-1-10,0-0-0],j4:0-2-4,Edgel,[8:0-3-0,0-3-41,[10:0-1-15,Edge] LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.74 12 >571 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -1.25 12-21 >335 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.44 10 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:161 lb FT=O%; LUMBER- BRACING- I TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. j WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1363/0-8-0,10=1335/0-8-0 Max Horz2=-205(LC 8) 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=-549513487,10-23=5565/3476 BOT CHORD 2-15=-1702/2901,14-15=1702/2901,13-14=-1175/2253,12-13=-2733/4919, 10-12=-3180/5295 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 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=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 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 honconcurrent 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/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(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. I � I ' ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 1141I--7473 rev.10/03/2015 BEFORE USE. j 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 MEE 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,seeANSVTPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria VA 22314. Tampa,FL 33610 i I I I I , Job Truss Truss Type Qty Ply 70'Canton Elev D T72272593 ml1324 A3 SPECIAL 1 1 Job Reference o tiona 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_D5TvxOKgT9UlVqugFK65o8MbAlaTyStOX 1-0- 8-0-1 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 -0-0 I i Scale=1:62.9 i I 5x6= axs= • ' 4.00 12 4 5 3x8 6 3x4% 2x3 7 3 N 20 21 v 10 N1 2 11 9 5x12 MT18HS= 8 I d) 3x8= 6 13 12 6 2x3 I I 5x6= 3x12 zz 45= 2.00 FIT I 8-0-1 13-T-8 21-0-0 23-11-12 35-0-0 8-011 5-7-7 7-4-8 2-11-12 11-0-4 Plate Offsets(X Y)-- f8:0-1-15 Edgel LOADING(psf) SPACING- 2-0-0 CSi. DEFL. in (loc) I/deft L/d PLATES GRIP ! TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >597 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 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 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:158 lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1364/0-8-0,8=1334/0-8-0 Max Horz 2=-181(LC 8) Max Uplift2=-834(LC 10),8=-816(LC 10) FORCES. (Ib)-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 WEBS 3-12=690/474,4-11=479/955,5-11=-345/702,6-11=2237/1326,6-10_1090/1891, 7-10=-516/510 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=50fh eave=6ft;Cat.II; 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 of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Bearing at joint(s)8 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing Suriace. 8)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=lb)2=834, 8=816. 9)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek6 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 �oY� building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing 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 I Jab Truss Truss Type Oty Ply �70'CarftonElev D T722725sa m11324 A4 SPECIAL 1 1 Job Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:36 2017 Page 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-Ccu FZDw2h_D5TvxOKgT9U 1 VgpgFV6508MbAlaTyStOX 12-0-0 17-8-4 23-0-0 2 -11-2 26-9-9 35-0-0 6-0 5-6-8 5-8-4 5-3-12 0-11-1 2%13 8-2-7 -0-0 Scale=1:62.9 I 5x6= 3x4= 5x8— 2x3 11 4.00 12 4 5 6 7 2x3 2x3\\ 8 3 n 21 22 rh iI a .1 2 11 9 10Im1T 5x12 MT18HS= o 6 12 14 13 3x4= i 3x6 3x4= 5x6= 2 00 F12 3x12= 8-8-2 13-7-8 17-6-0 23-11-12 , 35-M 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,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 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/TP12007 (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=-1 124/1981,8-11=-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=6fh 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 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-Verily design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 11,1I1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.Ti 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 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/TPII Quality Cdterla,DSB-89 and BCSI Buifding 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 70'Carkon Elev D T12272595 1324 A6 HIP 1 1 I Job Reference(optional) Chambers Truss, For[Pierce,FL 7,640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:37 2017 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-hpSenZxgSHLy53WCU0_OOE2?pEforfeHbFvs7vyStOW Oil -0- 6-7-15 10-0-0 13-8-0 21-4-0 25-0-0 28-4-1 L Q , 35-0-0 i �6-0-O 17-0-0� 6-7-15 3-4-1 3-8-0 7-8-0 3-8-0 3-4-1 6-7-15 1-0-0 Scale=1:61.8 a, - I • � I 5x8= 2x3 I 2x3 I 5x8= 4.00 12 4 23 24 5 25 26 6 27 28 7 2x3 2x3 i 3 8 I N Cn� 2 9 10 O pp 16 15 14 13 12 11 3x4= 3x4 3x4= 3x4= 3x6% 4x6= 4x6= 3X6 I 10-0-0 13-8-0 21-4-0 2511 35-0-0 10-0-0 3-8-0 7-8-0 3-8-0 10-0-0 Plate Offsets(X,Y)-- f2:0-3-14,0-1-8),[4:0-5-4,0-2-8],f7:0-5-4,0-2-81,f9:0-3-14,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.58 11-13 >445 360 MT20 244/1910 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.90 13 >285 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.31 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2014fFP12007 (Matrix-M) Weight:153lb 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 Horz2=133(LC 9) Max Uplift2=690(LC 10),14=-216(LC 10),9=-744(LC 10) Max Grav2=1 1 19(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 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=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MWFRS(directional)and C-C Exterior(2)-1-0-0 to 16-9-7,Interior(1)16-9-7 to 18-2-9,Extedor(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. j 6)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)except Qt=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 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERA NCE PAGE 11411-7473 rev.1010312015 BEFORE USE, j Design valid for use only with MrfekO 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 ■■■777YYY iii building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing p�9M10 Ey ek' . Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TPII Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. 1 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 T12272596 m11324 B � COMMON 3 i i ' Job Reference(optional) Chambers Truss, Fort Pierce,FL 7,640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:38 2017'Page 1 ID:_kffGCA6bx7j2Sy1 HDXFw7ye3KX-9?00_vylDbTpiC5OS5VdZSaGde6_a93RgvfPfMyStOV -1-0-0 6-11-0 13-10-0 1-" 6-11-0 6-11-0 Scale=1:24.9 , 4x6= 3 4.00 FIT I i I a 2 T� 0 5 3x5= 2x3 11 3x5= 6-11-0 13-10-0 6-11-0 6-11-0 Plate Offsets(XY)-- f2:0-0-6,Edgel,f4:0-0-6,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 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 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:47lb 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 calling directly applied or 9-1-1 oc bracing. WEBS 2x4 SP No.3 I REACTIONS. (lb/size) 4=511/0-8-0,2=567/0-8-0 Max Horz 2=93(LC 9) Max Uplift4=-294(LC 10),2=375(LC 10) 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=-6091726 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 FRS 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 I i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MiTEK REFERANCE PAGE MI1-7473 rev,1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.its 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 MEE 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 Job Truss Truss Type city Ply C'CarhonElevDT12272597 m11324 BH7 BOSTON HIP 11b Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:39 2017 Pagel ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-dBaOBEyw_vbgKMgb?oOs5f7LH2NUJWZa2ZOyBoyStOU ' 15-6-0 21-6-0 -6-0 17-6-0 136-0 1 -0 0 17-6-0 19-6-0 21-40 21 0 25-6-o 28-0.0 35-0.0 36-0 1-0-0 7-0-0 2-6-0 2-ao ao-o -s- 1-s-o z-ao 2-0.0 1-6-0 6- 0-- z-ao 2-6-0 7-0-0 1-0-0 i TOP CHORD MUST BE BRACED BY END JACKS, Scale:3/16"=1' ROOF DIAPHRAGM,OR PROPERLY CONNECTED PURLINS AS SPECIFIED. • 4.00 12 4x6= I 12 14 16 ' 3x6 9 19 4x6 8 2243 44 5x12% 4 6 3x4 24 5x12 0 26 3 11 15 18 27 42 21 45 r rn 1 2 28.29 N ry dI Im O 35 34 33 32 31 30 O 4x6= 3x8= 3x4= 4x6= 4x5= 3x6= i i 7-0-0 14-0-0 21-00 28-0-0 35-0-0 7-0-0 7-0-0 7-0-0 7-0-0 7-0-0 Plate Offsets(X,Y)-- i24:0-3-0,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP 1 TOLL 20.0 Plate Grip DOL 1.25 TO 0.69 Vert(LL) 0.48 32-33 >875 360 MT20 244/196 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.79 32-33 >534 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.17 28 n/a n/a I BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:208 lb FT=O% LUMBER- BRACING- TOP CHORD 2x4 SP 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) i 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=1110/951,9-12=-1090/1003,12-14—1094/1064,14-16=-1093/1064, 16-19=-1090/1002,19-22=1110/951,22-44=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 1 NOTES- I i 1)Unbalanced roof live loads have been considered for this design, 2)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=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 10-8-9,Extedor(2)10-8-9 to 17-6-0,Interior(1)24-3-7 to 31-2-6 zone;C-C for members and forces&MW FRS for reactions shown;Lumber DOL=1.60 plate grip j DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)All plates are 2x3 MT20 unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any othermembers. 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 purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. i ®WARNING-Verify crest gn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valld for use only with MiTek®connectors.TAs 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 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 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 Jab Truss Truss Type Qty Ply �7o'CarhonElevD T12272598 m11324 GRA SPECIAL 1 1 Job Reference(optional) Chambers Truss, For[Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:39 2017'Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-dBaOBEyw vbgKMgb?oOs5f7TO2R6Jd6a2ZOyBoyStOU -1-0-0 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 i1-0-0 j Scale=1:27.4 I 2.37 F12 I 4x4= 4x4= 4x10- 4x10 4.00 12 19 4 20 21 5 22 6 3 N I I 2 7 B I�j 0 0 12 23 11 10 24 9 , 2x3 I 3x4= 3x4= 2x3 I I � 3x4= 3x4= I I I I i � I 4-1-8 5-73 8-2-13 9-8-8 13-10-0 j 4-1-8 1-5-11 2-7-9 1-5-11 4-1-8 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 11 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/TPI2007 (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=770/0-8-0 Max Horz2=65(LC 7) 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—163711097,3-19=-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, j 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=12ft;B=45ft;L=50ft eave=6ft;Cat.Il; Exp C;Encl.,GCpi=0.18;MW FRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 3)Provide adequate drainage to prevent water ponding. 4)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=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 114lb up at 4-1-8, 85 tb dawn and 124 tb up at 5-0-0,113 Ib down and 146 Ib up at 5-7-3,60 tb down and 129 Ib up at 5-11-0,601b dawn and 129 Ib 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 Ib down and 15 Ib up at 8-10-0,and 6 Ib down and 7 Ib 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(plf) Vert:1-3=-54,3-4=-54,4-5=-54,5-6=-54,6-8=-54,13-16=20 ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-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 mast verlfy the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Mii'ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlon,storage,delivery,erection and bracing of trusses and 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 I I i Job Truss Truss Type aty Ply �70'CarftonElsvl) 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:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-dBaOBEyw_vbgKMgb?oOs5f7TO2R6Jd6a2ZOyBoyStOU I LOAD CASE(S) Standard Concentrated Loads(Ib) Vert:3=7(B)4=-64(B)5=-b4tb)6=1(B)12=-6(B)11=-35(13)10=-35(B)9—6(B)19=-28(B)20=-60(B)21=60(B)22=-28(B)23=18(B)24=18(B) I i I I , i I I I I I I ' i I 1 I I � I I I I I I I I I I I I I I I I I I I ' I A WARNING-Verify design Paramefe and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--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 I�Vir� building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional Temporary and permanent bracing M�Tek� Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,dellvery,erection and bracing of trusses and truss systems,seeANSI/TPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. I Safety Information available from Truss Plate institute,218 N.Lee Street,Suite 312.Atexanddo.VA 22314. Tampa,FL 33610 I Job Truss Truss Type Qty Ply 70'Carlton 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 1 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-507mPazYlCjXyW FnZWX5etgadRml2zTkH D8Wj EyStOT 1-0- 5-0-010-3-0 15-6-0 21-6-0 26-2-0 28-1-0 35-0-0 6-0- -0-0 5-0-0 5-3-0 5-3-0 6-0-0 4-8-0 1-11-0 6-11-0 -0-0 1 Scalei 3/16"=l' 00 4 2x3 14x4= , . 12 _ _ " 4x8 3x4= 3x6= 2x3 I 4x4 9 , 3 25 26 4 27 28 29 5 630 31 32 733 34 35 8 I I � N1 2 1011 'n { d3 IDS 0 6 18 36 37 77 38 16 39 5x6-4041 42 14 4313 12 3x4= 2x3 I 3x4= 3x6= 3x4=3x6= 3x4 3x4= I 10-3-0 15-6-0 21-0-0 i 28-1-0 35-0-0 5-3-0 5-3-0 6-0-0 6-7-0 r 6-11-0 Plate Offsets(X Y)-- f3:0-5-4 0-2-01 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.11 17-18 >999 360 MT20 244/19b 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 W B 0.49 Horz(TL) 0.04 15 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15 REACTIONS. All bearings 0-8-0. (lb)- Max Horz2=96(LC 7) Max Uplift All uplift 100 lb or less 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. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. j TOP CHORD 2-3=-1684/1053,3-25-13841936,25-26=-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=567/412,42-43=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=45ft;L=50ft;eave=6ft;Cat.Il; 1 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. 1 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 83 lb 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 to 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). I OAD CASEStandard WARNING-Verify design parameters and READ NOTES ON I r-AND INCLUDED MITEK REFERANCE PAGE 11411-7473 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 buss 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/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 31Z Alexandria.VA 22314. Tampa,FL 33610 i 1 I , Job Truss Truss Type city Ply 70'Carhon Elev D T•122725s9 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 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-507mPazYlCjXyW FnZWX5etgadRml2zTkH DB Wj EyStOT LOAD CASE(S) Standard i 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) 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)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 i i I I I I i , I I I I I ' r I I , I ' I 1 1 I , i I I I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0W015 BEFORE USE. Design valid for use only with MITek8 connectors.Tills 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 collapse with possible personal Injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSUTPI I Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 i I I I I Job Truss Truss Type Qty Ply �70'CarftonElev D ' T12272600 m11324 GRC HIP 1 7 Jab 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 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-Zah8cw_AW W rOZggz7D2KA4Chvr1 unLGtW tt3GhyStOS r1-0-q 8-0-0 13-8-0 17-6-0 21-4-0 27-0-0 35-0-0 $6-0-0 1-0-0 8-0-0 5-8-0 3-10-0 3-10-0 5-8-0 8-0-0 01 Scale=1:61.8 5x8 MT18HS= 5x8 MT18HS= � 4.00 12 2x3 11 3x8= 3x6= 2x3 11 ; 3 23 24 25 4 26 27 285 6 729 30 31 32 8 N1 2 9. 10 Nzf::N� N rI 161 0 6 16 33 15 14 34 35 36 37 13 38 12 89 11 3x5% 2x3 11 3x6= 6x10= 6x10= 3x6= 2x3 I I 3z5 8-0-0 13-8-0 21-4-0 27-0-0 35-0-0 8-0-0 5-8-0 7-8-0 5-8-0 8-0-0 Plate Offsets(X,Y)-- (2:0-3-14,0-1-8),(3:0-5-4,0-2-81,18:0-5-4,0-2-8),f9:0-3-14,0-1-81 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 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 BOLL 0.0 Rep Stress Incr NO WB 0.78 HOrz(iL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight:157lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-0-11 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-6 oc bracing. WEBS 2x4 SP N0.3*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 Uplift2=-323(LC 8),14=-2093(LC 8),9=-780(LC 8) Max Grav2=458(LC 17),14=3518(LC 1),9=1220(LC 18) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 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=1918/1207,31-32=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=-1541251,12-13-1397/2496, 12-39=-1397/2496,11-39=-1397/2496,9-11=-1388/2466 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=50ft;eave=6fh Cat.11; i Exp C;Encl.,GCpi=0.18;MWFRS(directional);Lumber DOL=1.60 plate grip DOL=1.60 i 3)Provide adequate drainage to prevent water ponding. 4)All plates are MT20 plates unless otherwise indicated. 5)This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6)*This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 323 lb uplift at joint 2,2093 Ib 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, 1071b 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 16-0-12,107lb down and 173 lb up at 16-11-4,107 lb down and 173 lb up at 18-11-4,107lb 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 Ib up at 8-0-0,79 lb down and 1 lb up at 10-0-12,79 Ib down and 1 lb up at 12-0-12,79 lb down i 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-Verify deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03,2015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based oNy 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/TPII Quallty 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'CarftonElev D T'12272600 ml 1324 GRC HIP 7 1 Job Reference(optional) i I Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:41,2017 Page 2 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-Zah8cw_AWWrOZggz7D2KA4ChvrlunLGtWtt3GhyStOS NOTES- 10)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ! i I LOAD CASE(S)Standard ' 1)Dead+Roof Live(balanced):Lumber Increase=1.25,Plate Increase=1.25 Uniform Loads(plf) . Vert:1-3=-54,3-8=-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(B)12—50(B)23=107(B)25=-107(B)26—107(B)27=-107(1]1)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 I � I I I i i I I I I I I I I i I I I I I I I I I I I i I I I i I 1 , ' I I I i I I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE M11-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTeke 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 MoTeW I 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 inks Plate Institute,218 N.Lee Street,Suite 312 Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply 70'Carhon Elev D T12272601 m11324 it 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 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-1 mFWgG?oHgzFBgOAhxaZj II_dFXGW_f0IXddo7ySt0R 100 100 ' 1-0-0 1-0-0 i I Scale=1:6.2 s 3 ' I ' 4.00 F12 i 2 . I I 1 I i i I 4 I ' 3x4= j 1-0-0 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 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 n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:51b FT 0% LUMBER- BRACING- TOP CHORD 2x4 SP No.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. I REACTIONS. (lb/size) 3=10/Mechanical,2=113/0-8-0,4=4/Mechanical Max Horz 2=48(LC 10) Max Uplift3=-5(LC 7),2=127(LC 10),4=-2(LC 7) Max Grav3=12(LC 15),2=113(LC 1),4=11(LC 3) i FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASIDE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft B=45ft;L=50ft;eave=6ft Cat.ll; 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 5 lb uplift at joint 3,127 lb uplift at joint 2 and 2 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 I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MITek®connectors.This design is based only upon parameters shown,and is for an Individual building component,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building design. Bracing Indicated Is to prevent buckling of individual taus 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 Instihde,218 N.Lee Street Suite 312,Wexandria VA22314. Tampa,FL 33610 I I I I �Job Truss Truss Type City Ply 70'Carhon Elev D T12272602 1324 J2 MONO TRUSS 4 1 Job Reference o floral 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 mFWgG?oHgzFBgOAhxaZjll_dFXgW_f0IXddo7ySt0R i -1-0-0 2-0-0 1-0-0 2-0-0 I i ' Scale=1:7.9 r 3 i * 4.00 12 _ I i N 2 u O r 6 y , 3x4= 4 2-0-0 2-0-0 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) -0.00 7 >999 360 MT20 2441190 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 n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) Weight:8lb FT-0 LUMBER- BRACING- I 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 j Max Horz 2=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=45fh 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&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 30 lb uplift at joint 3,131 lb uplift at joint 2 and 3 lb uplift at joint 4. 6)"Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. i i I I I I I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with tvl!TekO 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/TPII Quality Criteria,DSE-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 C'CarhonElevD T12272603 J3 MONO TRUSS 21b Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:43 2617 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-Vzpv 1 cOR2755p_zM Ee5oGV 19Nfgd FRvAzBMAKZyStOQ -1-0-0 3-0-0 1-0-0 3-0-0 Scale=1:9.6 3 e � i I 4.00 F12 I i 2 i 1 i i 4 I I 3x4= I 3-0-0 3-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 >999 360 MT20 244/190' 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 Na BCDL 10.0 Code FBC2014/TPI2o07 (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 purllns. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. I REACTIONS. (lb/size) 3=58/Mechanical,2=184/0-8-0,4=31/Mechanical Max Horz2=85(LC 10) 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 forces 250(lb)or less except when shown. i 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 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. 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 MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors.fits 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 ' fabr catiom 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 i i Job Truss Truss Type Qty Ply E'CarhonElevD T12272604 m11324 J4 MONO TRUSS 41b 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 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-Vzpv 1 cOR2755p_zMEe5oGVi6ufpl FRvAzBMAKZyStOQ -1-0-0 4-0-0 1-0-0 4-0-0 Scale=1:11.2 3 4.00 F12 s � N r ' N, • M !I 2 1 i 3x4= 4 4-0-0 J 4-0-0 I LOADING(psf) SPACING- 2-0-0 CS1. 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 FBC2014/TP12007 (Matrix-M) Weight:14 lb 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 Horz2=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. I NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=1211;8=451t;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&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 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 i i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MTTEK REFERANCE PAGE MI1-7473 rev.10/032015 BEFORE USE. Design valld 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 ITSI 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 t 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'CarftonElevl) T72272605 ml 1324 J5 MONO TRUSS 11 1 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 H DXFw7ye3KX-Vzpv1 cOR2755p_zM Ee5oGV124fnP FRvAzBMAKZyStOQ -1-0-0 5-0-0 1-0-0 5-0-0 Scale=1:12.9 3 I , � I , 4.00 12 I � I I 2 I 1 I 4 3x4= 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 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 FBC2014fTP12007 (Matrix-M) Weight:17 Ito FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. I 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) Max Uplift3=-96(LC 10),2=-194(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.Opsf;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 1 i ' I ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1010312016 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' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricatlom storage,delivery,erection and bracing of 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 I I I Job Truss Truss Type Qty Ply �70'CarftonElevD T12272606 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 ID:—kfiGCA6bX7j 2Syl H DXFw7ye3KX-z9NH Fy03pRDyQ7YYoMcl ojg8f36C_ugJCr6js?yStOP -1-0- 6-0-0 1-0-00 6-0-0 I Scale=1:14.5 3 4.00 12 i I I I , I 2 1 ' I i 3x4= 4 I 6-0-0 6-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 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 FBC2014ITP12007 (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 purims. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=1 1 8/Mechani cal,2=316/0-8-0,4=53/Mechan i cal Max Horz 2=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) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;13=45ft;L=5011;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&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 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 l i i I ' I ; ®WARNING-Verify desfga parameters and READ NOTES ON THIS AND INCLUDED MMEK REFERANCE PAGE MII-7473 rev.1010312016 BEFORE USE, *� Design valid for use only with MITek®connectors.This design Is based only upon parameters shown,and Is for an individual building component,not a 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 10 prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M6Tek' 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 - I , 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:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-z9N HFyO3pRDyQ7YYoMcl ojq EY393_u9JCr6js?ySt0P 1-0-0 8-0-0 Scale=1:17.7 3 4 i ■ i I 4.00 12 ■ i I I i I I 2 1 d i • ' I 3x5= 4 i 8-0-0 Plate Offsets(X,Y)-- (2:0-1-10,0-0-4) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.10 4-7 >899 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.21 4-7 >440 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014[TP12007 (Matrix-M) Weight:26lb FT=1 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 ceding directly applied or 10-0-0 oc bracing. i REACTIONS. (lb/size) 3=1 61/Mechanical,2=404/0-8-0,4=70/Mechanical Max Harz 2=178(LC 10) Max Uplift3=-158(LC 10),2=-261(LC 10) Max Grav3=175(LC 15),2=411(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 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 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 , WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTekO connectors.This design is based oNy 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� building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing IYI ffek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,seeANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Tampa,FL 33610 Job Truss Truss Type Qty Ply C'CarhonElevDT12272608 m11324 JA MONO TRUSS 21b 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 ID: kfiGCA6bx7j2Syl HDXFw7ye3KX-SLxfSI 1 hal Lp2H71M37GLwN UsSX—j LPTRVrH PSyStOO -1-0-0 2-4-3 1-0-0 2-4-3 I Scale=1:8.5 r 3 i 1 i 4.00 12 I , I i 2 I 1 � I � I 4 3x4= I 2-4-3 i 2-4-3 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.18 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 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:9 lb FT=0%, LUMBER- BRACING- j 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 Horz2=73(LC 10) Max Uplift3=-38(LC 10),2=-136(LC 10),4=-4(LC 10) Max Grav3=47(LC 15),2=154(LC 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=5011;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 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 ail areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. j 4)Refer to girder(s)for truss to truss connections. I 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 i ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev-1010312015 BEFORE USE. Design valid for use only with Mllek®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 Mii'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 I I I I I Job Truss Truss Type Oly Ply C'CarhonElevDT12272609 m11324 JB MONO TRUSS1b Reference(optional) Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:45j2017 Pagel ID: kfiGCA6bx7j2Syl H DXFw7ye3KX-SLxfSl l halLp2H71M37GLwN HMSP6jLPTRVrH PSySt00 -1-2-5 5-5-11 1-2-5 5-5-11 I i Scale=1:12.9 3 I • I 3.35 Fl2 i • i i I I I 1 I 2 1 3x4= 4 5-5-11 5-5-11 i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 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[FP12007 (Matrix-M) Weight:19 lb FT=0% LUMBER- 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=1 07/Mechanical,2=300/0-8-0,4=51/Mechanical j Max Horz2=114(LC 10) j 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) j I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;13=45ft;L=50ft;eave=6ft;Cat.II; Exp C;Encl.,GCpi=0.18;MW FRS(directional)and C-C Comer(3)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 99 lb uplift at joint 3,222 lb uplift at joint 2 and 1 Ito 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 � I i i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.1010312015 BEFORE USE. Design valid for use only with 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/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 f i Job Truss Truss Type Oty Ply �70'CarltonlilevD I T12272610 ml1324 JC 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 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-SLxfSl1 halLp2H71M37GLwNUsSY_jL'PTRVrHPSyStOO i -1-0-0 1-1-4 i 7-0-0 1-1-4 Scale=1:6.3 3 • 4.00 12 2 i I 1 I I i 4 3x4 1-1-4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 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 n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight:5 lb FT=0 LUMBER- BRACING- TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc purlins. I 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 Horz2=50(LC 10) 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) I , FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=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 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 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/012015 BEFORE USE. Design valid for use only Wth 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 �Av building design. Bracing Indicated Is 10 prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing Idl 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/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'Carhon Elev D T12272611 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 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-wYV1 fe2JK2Tgg RixwmeVt8wdusrDSoecfgbgxuyStON -1-5-0 3-11-0 7-0-2 1-5-0 3-11-0 3-1-2 Scale:3/4"=l' a 3 i 2.83 12 I ' I I 2 1 I ' 3x4= 4 7-0-2 7-0-2 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well 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 FBC20141TP12007 (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 purl,ins. 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 Horz2=109(LC 8) Max U ift3=-16 LC 8 =- 06 pl 7( ),2 2 (LC 8) Max Grav3=184(LC 13),2=264(LC 1),4=119(LC 3) I FORCES. (lb)-Max.Comp./Max../Max.Ten.- I forces 5 b o e p n All f r 2 0(I ) r 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 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). I 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=-95(F=-20,B=-20),5=0(F=10,B=10)-to-4=-35(F=8,B=-8) I I I I I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MITek®connectors.fits design is based only upon parameters shown,and is for an Individual building component,not �A a Truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design 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'Carlton Elev D T72272612 m11324 KJ8 MONO TRUSS 2 1 Job Reference o floral Chambers Truss, Fort Pierce,FL 7.640 s Aug 16 2017 MiTek Industries,Inc. Mon Oct 16 11:14:46 2017 Page i e ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-wYV1fe2JK2TggRixwmeVt8weGsr2SjYcfgbgxuyStON 1-5-0 7-2-7 11-3-0 1-5-0 7_P-7 4-0-9 j ScaleV 1: i l 2.83 F12 3x4� 12 3 I � 11 i i 10 2 13 14 6 15 i 3x4 2x3 I I 3x4 = 5 i 7-2-7 11-0-121 -3 0 7_P-7 3-10-5 0-2-4 LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) I/dell Ud PLATES GRIP i TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 Vert(LL) 0.05 6-9 >999 360 MT20 244/1901 TCDL 7.0 Lumber DOL 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- 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 I I REACTIONS. (lb/size) 4=96/Mechanical,2=47910-11-5,5=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=-508/784,6-15=-508/784,5-15—508/784 WEBS 3-6=0/270,3-5—859/557 I 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; j I 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 i 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) I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MIF7473 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 �Ar building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing IYi01T eW 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,seeANS17TP11 Quality Criteria,DSB-89 and BCSf 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'canton Elev D l'12272613 m11324 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 i ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-Ok3Pt_3x5MbXHbH7TU9kQLSgNGCZBEumupKNTKyStOM -1-2-9 6-0-4 i 1-2-9 6-0-4 I I I Scale=1:13.9 3 >t 3.30 rl2 I I 2 1 I 3x4= 4 6-0-4 6-0-4 LOADING(psf) SPACING- 2-0-0 CS1. DEFL- in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 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 FBC2O14/TP12OO7 (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 purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=131/Mechanical,2=204/0-9-11,4=57/Mechanical Max Horz2=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) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. I NOTES- 1)Wind:ASCE 7-10;Vuit=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 i 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). I 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=O(F=27,B=27)-to-3=-81(F=-14,B=-14),5=0(F=10,B=10)-to-4=30(F=-5,B=-5) i i I , I i I I 1 I , ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI7-7473 rev,1010312015 BEFORE USE. ■ Design valid for use only wilt)MITek®connectors.This design is based only upon parameters shown,and Is for an individual building component.not �S�p 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 Mi Ha 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/TPI I Quality Criteria,DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 31Z Alexandrla,VA 22314. Tampa,FL 33610 I I i . • i Job Truss Truss Type city Ply �70'CarftonElevD • T'12272614 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 Pagel ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-Ok3Pt_3x5MbXHbHTFU9kOLSrdGDRBEumupKNTKyStOM i -1-2-9 4-11-9 129 + 4119 - -- i j Scale:I°_I' a 3 i e 3.30 F12 I i r , I 2 1 I • 3x4= 4 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 1.25 TC 0.10 Vert(LL) -0.01 4-7 >999 360 MT20 2441190, 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(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight:17lb FT=0% LUMBER- BRACING- TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or4-11-9 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=161/0-9-11,4=40/Mechanical Max Horz 2=75(LC 8) j Max Uplift3=-82(LC 8),2=139(LC 8) Max Grav3=90(LC 1),2=161(LC 1),4=69(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);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 j 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=10,6=10)-to-4=-25(F=2,B=-2) ! I � • ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mfl-7473 rev.1010311075 BEFORE USE. Design valld 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 �A l t building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing IdlT �k° I 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 i ' I Job Truss Truss Type city Ply �70'CaTftonElevD T72272615 m11324 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-swco4J3ZsgkOvlsJ1BgzzZ?1Agacwh8v7T4x?nyStOL 2-0-0 2-0-0 4.00 12 ! Scale=1:6.1 2 9 1 , I i 3 I ' I 3x4 I ' LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 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 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) Weight:5lb FT-O% 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=30/2-0-0,3=11/2-0-0 Max Horz 1=21(LC 10) Max Upliftl=-20(LC 10),2=-30(LC 10) Max Grav 1=42(LC 15),2=32(LC 15),3=22(LC 3) j i I FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Wind:ASCE 7-10;Vult=165mph(3-second gust)Vasd=128mph;TCDL=4.2psf;BCDL=3.Opsf;h=12ft;B=45ft;L=50111;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 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. 1 j 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 ANSVTPI 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. A 7)"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 I I I ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev 10/03/2015 BEFORE USE. R Design valid for use only with M(Teke 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 verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent bdckling 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 persor.I 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 �70'Carftoniilev D T72272616 ml 1324 MV4 VALLEY 1 1 Jab 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 I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-swco4J3ZsgkOvlsJ 1 BgzzZ?yOgYlwhBv7T4x?nyStOL 4-0-0 4-0-0 Scale=1:9.5 2 3x4 • 4.00 12 2 1 3 3x4% 3x4 II f LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 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 FBC2014/fP12007 (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 puffins, 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=109/4-0-0 Max Horz 1=56(LC 10) Max Upliftl=-54(LC 10),3=-72(LC 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 fora 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 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-Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE MII-7473 rev.1010312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design Is based only upon parameters shown,and Is for an Individual building component,not a truss system.Before use,The building designer must verify the applicability of design parameters and properly incorporate this design Into the overall 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 Symbols Numbering System General Safety Notes PLATE LOCATION-AND ORIENTATION - - -- __ 3/4' _Center-plate_on joint unless x,y_ 6-4-8 dimensions shown in ff-in-sixteenths Failure to Follow Could Cause Property----- offsets are indicated, - (Drawings not to scale) Damage or Personal- n jur y - Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. c1-2 C2-3 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves p WEBS q�� 4 may require bracing,or alternative Tor I of p bracing should be considered. O pb O 3. Never exceed the design loading shown and never 0- 0 stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate O C2$ c°a c� designer,erection supervisor,property owner and plates 0-'lid'from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software Or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication, PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator.General practice is to to slots,Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11,Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the specified. by text in the bracing section of the truss unless otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6,3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. It$8..8, 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. Industry Standards: ANSI/TPI 1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. MiTekBCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate C.pnnected Wood Trusses, MiTek Engineering Reference Sheet:Mll-7473 rev. 10/03/2015