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HomeMy WebLinkAboutTRUSSRE: ml 1324 - 70' Carlton Elev D Lumber design values and in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values establL'ss�eAyMebpers. BY St Lucie County MiTek USA, Inc. 6904 Parke East Blvd. Site Information: Tampa, FL 33610-4115 Customer Info: WYNNE BUILDING CORPORATIN Project Name: m11324 Model: 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 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name I Date No. Seal# Truss Name Date _ 1 T12272590 A 10/16/17 18 T12272607 J8 10/16/17 2 13 T12272591.1 T1 2272592 1 Al A2 1 10/16/17 10/16/17120 19 IT122726081JA 1 T12272609 _ I JB 10/16/17 1 10/16/171 14 1 T122725931 A3 1 10/16/17 121 T12272610 1 JC 10/16/171 5 1 T12272594 1 A4 10/16/17 122 1 T1 22726111 KJ5 10/16/17 6 IT12272595IA6 10/16/17 123 1 T12272612 1 KJ8 10/16/17 7 1 T12272596 1 B 10/16/17 124. 1 T1227261.3 1 KJA _ �1 10/16/17 18 1 T12272597 1 BH7 1 10/16/17 125 I T12272614 1 KJB 10/16/17 19 1 T12272598 GRA 10/16/17 126 T12272615 I MV2 1 10/16/17 1 10 T12272599 GRB 10/16/17 127 1 T122726161 MV4 1 10/16/17 1 11 T12272600 GRC 1 10/16/171 1 � �ttt 112 1 T12272601 1 A 1 10/16/171 113 I T122726021 J2 1 10/16/17 14 IT122726031 J3 1 10/16/171 115 I T122726041 J4 1 10/16/171 16 T12272605 J5 10/16/17 17 I T12272606 I JG 1 1 t)!1 G/17 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Alban!, Thomas 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 designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g.;-loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. affek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. �e'92oi • 3 380 r * •i :-:0 STATE OF :��Z 0 F Thomas A. Mani PE No.39380 Mrrek USA, Inc. FL cert 604 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2017 Albani, Thomas 1 of 1 Job Truss Truss Type Qty Ply T12272590 A COMMON 10 1Refe F70'Carhon:Elev T MiTn4 I,.d„cldcc ter R,tnn ncr 1R 11.1 dR39nt7 Paae 1 Chambers Truss, Fort Fierce, FL I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-o2C7xBu9O3rWcRCRfYvSsOIM8dKsvm5igdxe_ByStOa 8-4-0 12-11-0 I 17-6-0 22-1-0 26-8-0 3"-0 $6-0-0 1-0-0 8-0-0 4-7-0 4-7-0 4-7-0 4-7-0 8-4-0 1-0-0 Scale = 1:60.8 N1 6 4.00 Fi2 4x5 = 17 — 15 -- - 14 IZ 2x3 4x6 = 3x8 = 2x3 I 4x5 = 4x5 = 3x8 = 4x6 = 1 � 6 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/TPI2007 (Matrix-M) Weight: 166 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-9-11 oc 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 Horz2= 223(LC 8) Max Uplift2=-775(LC 10), 10=-775(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-24=-3164/2027, 3-24=-3095/2039, 3-4= 2677/1777, 4-5=-2606/1788, 5-25=-2680/1878, 6-25=-2629/1901, 6-26— 2629/1901, 7-26= 2680/1878, 7-8=-2606/1788, 8-9_ 2677/1777, 9-27=-3095/2039, 10-27=-3164/2027 BOT CHORD 2-17= 1759/2967, 16-17=-1759/2967, 15-16= 1759/2967, 15-28=-1049/1961, 28-29=-1049/1961, 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: 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 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) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 16, 13. 5) Plate(s) at joint(s) 16 and 13 checked for a plus or minus 4 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.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 (jt=lb) 2=775, 10=775. 9) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M71-7473 rev. 10103,2016 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, 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. Addiflonal temporary and permanent bracing M iTe k' Is always required for stability and 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information availabbe from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Canton =rev D T12272591 m11324 Al SPECIAL 9 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL ......_.__.. ._a_. I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-GEmVBXvn9NzN DbndDFQhOcQR_I aOeF7rvHhBWbyStOZ 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 Scale = 1:61.8 4.00 12 5x8 = 3x6 % 2x3 II 5x12 = 2.00 F12 3x12 = 7 :2 13-7-8 23-11-12 35-0-0 �s_n 9_115 in-d-A 11-0-4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 TCDL 7.0 Lumber DOL 1.25 BC 0.91 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except` 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 Upllft2=-833(LC 10), 10= 816(LC 10) DEFL. in (loc) I/defl Ud Vert(LL) 0.78 12 >538 360 Vert(TL)-1.7312-13 >243 240 Horz(TL) 0.44 10 n/a n/a 1 �lc6 jC, 0 PLATES GRIP MT20 244/190' MT18HS 244/190 Weight: 159 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD , Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-12 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-3085/2236, 3-21=-3021/2253, 3-4=-2498/1935, 4-22=-2446/1941, 5-22=-2409/1949, 5-6=-2472/2055, 6-23= 5166/3916, 7-23=-5221/3903, 7-8— 5137/3782, 8-9=-5179/3779, 9-24=-5502/4051, 10-24= 5574/4036 BOT CHORD 2-14=-1970/2875, 13-14= 1970/2875, 13-25=-1404/2117, 25-26_ 1399/2125, 12-26= 1394/2141, 10-12=-3719/5307 WEBS 3-13=-634/453, 5-13=-293/335, 6-13=-296/541, 6-12— 2319/3328, 7-12=-303/371, 9-12= 392/347 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=121t; B=45ft; L=50ft; eave=sit; 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 12-8-6, Exterior(2) 12-8-6 to 17-6-0, Interior(1) 22-3-10 to 31-2-6 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DO L=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 4, 6. 5) Plate(s) at Joint(s) 4 checked for a plus or minus 5 degree rotation about its center. 6) Plate(s) at joint(s) 6 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 9) Bearing at joint(s) 10 considers parallel to grain value using 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. Q WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev, f0/0312015 BEFORE USE ' Design valid foruse 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse wilh possible personal Injury and property damage: For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply Elev DT12272592 �70'Carfton ml1324 A2 SPECIAL 1 erence o tional .. h., 1 C 11 A•9C 7I117 Dann 1 Chambers Truss, Fort Pierce, FL 7.640 s Aug 6 201 r Iml.,.. indu,.,..,, U., �.,.. . _y_ . I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-kQKtMtvPwg5ErlMgmwmpyfwQw5NeX_BxQi21 yStOY 1-0 8-0-1 13-7-8 16-0-0 �19-M 23-11-12 26-9-9 35-0-0 36-0- 10 8-0-1 5-7-7 2-4-8 3-0-0 4-11-12 2-9-13 8-2-7 -0-0 �1 0 4.00 12 Sxs = 4x4 = Scale: 3/16"=1' 15 3x6 = 2x3 I I 5x6 = 3x12 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014ITP12007 CSI. TC 0.65 BC 0.95 WB 0.73 (Matrix-M) DEF.L. . in (loc) 1/defl Ud Vert(LL) 0.74 12 >571 360 Vert(TL). -1.25 12-21 >335 240 Horz(TL) 0.44 10 n/a n/a PLATES MT20 MT18HS Weight: 161 lb GRIP 244/190 244/190 FT=0% LUMBER- BRACING - 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. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/s,ze) 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=-5495/3487, 10-23=-5565/3476 BOT CHORD 2-15=-1702/2901, 14-15= 1702/2901, 13-14=-1175/2253, 12-13=-2733/4919, 10-12=-3180/5295 WEBS 3-15=0/252, 3714= 808/587, 5-13— 203/557, 6-13=-347/618, 7-13=-2747/1646, 7-12=-1055/1914, 9-12=-465/457 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50fh 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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s)10 considers parallel to grain value using ANSUTPI 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=833, 10=817. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING - Verify deslgn parameren and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into The overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTeW Is always regdred for stability and to prevent collapse with possible personal injury and property damage. For general guldance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and Truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply 70' Cartlon Elev D T12272593 mi 1324 A3 SPECIAL 1 1 - Job Reference o tional 017 P 1 Chain ers Truss, Fort Pierce, FL 7,640 s Aug 16 2017 MITek Industries, Inc. Mon Oct 16 11.14.36 2 age 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 4x5 = 5x6 = 4x6 = e nn F1 4 5 ara 13 2x3 I I 5x6 = 2.00 12 Scale=1:62.9 3x12 Zz 8-0-1 13-7-8 21-0-0 23-11-12 35-0-0 8-0-1 5-7-7 7-4.8 2-11-12 11-0-4 Plate Offsets (KY)-- f8:0-1-15 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 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 FBC2014ITPI2007 (Matrix-M) Weight: 158lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1364/0-8-0, 8=1334/0-8-0 Max Horz2=-181(LC 8) Max Uplift2=-834(LC 10), 8=-616(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— 1687/2854, 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, 7-1 0=-516/51 0 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50111; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 31-2-6, Exterior(2) 31-2-6 to 36-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 8 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at --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. Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE MI1-7473 rev. 10/032015 BEFORE USE.� Design valid for use only with MITek® connectors. This design Is based only upon parameters shown. and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall bullding 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 Qty Ply 70' Carkon Elev D T72272594 m11324 A4 SPECIAL 1 1 Job geference (optional) .. I,.,. An,... 0M 16 11.14:36 2017 Pane 1 Chambers Truss, Fort Pierce, FL ..may ""', ,., ...._„ gUl _ ......_- _-.. . ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-CcuFZDv✓Zh_D5TvxOKgT9UlVgpgFV6508MbAlaTyStOX 1-0 6-5-8 12-0-0 17-8-4 23-0-0 2 -11- 2 26-9-9 35-0-0 6-0 -0-0 6-5-8 5-6.8 5-8-4 5-3-12 0-11-1 2-9-13 8-2-7 -0-0 Scale = 1:62.9 6 3x6 4.00 12 5x6 = 3x4 = 14 13 3x4 = 3x4 = 51 = 2.00 12 5x8 = 2x3 11 6 7 3x12 = 8-8-2 13-7-8 17-6-0 23-11-12 35-0-0 8-8-2 4-11-6 3-10-8 6-5-12 11-0-4 Plate Offsets (X Y)-- i2.0-3-14 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) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.72 11-12 >584 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -1.20 11-20 >349 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 Horz(TL) 0.43 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 160lb 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 Harz 2=- 1 57(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=-143212447, 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: ASIDE 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) 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 joints) 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 joints) 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. Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10N32015 BEFORE USE. ' Design valid for use only with MITeW connectors. ihis 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 MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricaflon, storage, delivery, erection and bracing of trusses and miss systems. seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 210 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job I cuss Truss Type Qty P y 70' Carkon Elev D T12272595 m11324 A6 HIP 1 1 Job Reference o tional .. I.... I.,I.... Oct 16 11:14:37 2017 Pana 1 Chambers Truss, Fort Pierce, FL 7.ow s Aug l u 201 . ,.1 on nc. ,.,..,...,.. ,,, __ .. . _a_ . I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-hpSenZxgSHLy53W Cu0_OOE2?pEforfeHbFvs7vyStOW 1-0- 6-7-15 10-0-0 13-8-0 21-4-0 25-0-o 28-4-1 35-0-0 6-0- -0-0 6-7-15 3-4-1 3-8-0 7.8-0 3-8-0 6-7-15 1-0-0 �1 6 Scale=1:61.8 5x8 = 2x3 11 2x3 11 5x8 = 4.00 12 4 23 24 5 25 26 6 27 28 7 16 15 14 1J 12 11 3x6 3x4 = 4x6 = 3x4 = 3x4 = 4x6 = 3x4 = 3x6 10-0-0 131.0 21-4-0 i- 25-0-D 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 0-1-81 f4:0-5-4 0-2-81 f7-0-5-4 0-2-81 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 TC 0.69 Vert(LL) 0.58 11-13 >445 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(TL) -0.90 13 >285 240 BCLL 0.0 " Rep Stress Incr YES WB 0.31 Horz(TL) 0.12 9 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (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 Harz 2=133(LC 9) Max Uplift2=-690(LC 10), 14=-216(LC 10), 9=-744(LC 10) Max Grav2=1119(LC 1), 14=440(LC 19), 9=1215(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2427/2216, 3-4= 2088/1872, 4-23=-2413/2208, 23-24=-2413/2208, 5-24= 2413/2208, 5-25=-2413/2208, 25-26=-2413/2208,, 6-26— 2413/2208, 6-27=-2413/2208, 27-28=-2413/2208, 7-28=-2413/2208, 7-8=-2362/2100, 8-9=-2639/2389 BOT CHORD 2-16=-1947/2257,15-16=-1488/1949,14-15=-1488/1949,13-14=-1885/2413, 12-13= 1720/2226, 11-12=-1720/2226, 9-11=-2102/2449 WEBS 3-16= 407/543, 4-16=-161/272, 4-14=-539/804, 5-14=-514/583, 6-13=-238/314, 7-13=-224/323, 7-11=-265/369, 8-11=-317/459 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50fh eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 16-9-7, Interior(1) 16-9-7 to 18-2-9, Exterior(2) 18-2-9 to 25-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=1b) 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. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1,7473 rev. 10/03/2015 BEFORE USE Design valid for use only with MITek0 connectors. This design Is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additlonal temporary and permanent bracing MiTek' prevent Is always requked for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria VA 22314. Job Truss Truss ype Qty Ply 70' Carhon Elev D T12272596 ml 1324 B COMMON 3 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-0-0 4x6 3x5 = 2x3 11 7.640 s Aug i6 2ul / MI I ek Ineusirles, Inc. Mon GO 16 1 1 A4.36 201I r' ye 1 1 D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-9?00_vyi DbTpiC50S5VdZSaGde6_ag3RgvfPfMyStOV 13-10-0 6-11-0 Scale = 1:24.9 3x5 = Im 6 Plate Offsets () ,Y)-- f2'0-0-6 Edqel f4.0-0-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/defl 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 FBC2014/TP12007 (Matrix-M) Weight: 47 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD 'Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-1-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=511/0-8-0, 2=567/0-8-0 Max Harz 2=93(LC 9) Max Up1ift4= 294(LC 10), 2= 375(LC 10) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-819/775, 3-4= 818/775 BOT CHORD 2-5=-609/726, 4-5=-609/726 WEBS 3-5— 14/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft B=45ft L=50fh 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 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. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10103,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use. the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web arid/or chord members only. Additional temporary and permanent bracing MiTe k* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 70' cernon Elev D T12272597 m11324 BH7 BOSTON HIP i 1 Job Reference optional e o i Chambers Truss, Fort Pierce. FIL - r.o""'.,,,a ,o c"' 1 ' . "" """"" ", .. .. "". ," , ,.,'."` `", , . "'" ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-dBaOBEyw_vbgKMgb?oOs5f7LH2N UJ WZa2ZOyBoyStOU 15-6-0 21-6-0 1-4 7-a0 11-6-0 13-6-0 1 -0 0 17.6-0 16-6-0 z1-ao 236-0 2s6-0 2e-ao 3sao 1-0-0 7-Lo 2-6-0 2-0-0 2-0-0 6- 1-6.0 2-0-0 2-0-0 1-6-0 -s- 2-a0 2-a0 2-6-0 7•a0 r TOP CHORD MUST BE BRACED BY END JACKS, Scale: 3/16"=1' ROOF DIAPHRAGM, OR PROPERLY CONNECTED I/PURUNS AS SPECIFIED. 011 35 33 32 -. 3U 4x6 = 3x8 = 3x4 = 4x6 = 4x5 = 3x6 = 7-0-0 14-0-0 21-0-0 28-M 35-M 7-0-0 7-0-0 7-0-0 7-0-0 7-0-0 Plate Offsets (X Y)-- f24.0-3-0 Edgel LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. ' TC 0.69 DEFL. Vert(LL) in (loc) I/defl L/d 0.48 32-33 >875 360 PLATES GRIP MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.79 32-33 >534 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.17 28 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 208 lb FT = 0% 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) 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= 11231915, 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, 3233=-2536/3305, 31-32= 2177/2940, 30-31=-2177/2940, 28-30=-2168/2957 WEBS 3-33_ 390/438, 1833=-458/467, 27-32=-385/414, 14-15=-396/426 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 10-8-9, Exterior(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 DO L=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 other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=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 puriin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Q WARMING. Verity design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE M11-7473 rev. 101032015 BEFORE USE " Design valid for use only with MIIek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the iTek* . 6904 Parke East Blvd. fabdcatlon, storage, delivery, erection and bracing of trusses and buss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information availobte from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Job Truss Truss Type Qty Ply 70' Carhon Elev D T12272598 ml 1324 GRA SPECIAL 1 1 b JoReference (optional) Chambers Truss, Fort Pierce, FL I.— .. U 1. — I i ,, . , .,y.. . I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-dBaOB Eyw_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 1-0-0 3x4 = 2.37 12 4x4 = 4x4 = 4x10 = 4x10 = 19 4 20 21 5 22 6 2x3 11 3x4 = 3x4 = 2x3 11 4-1.8 5-73 8-2-13 9.8-8 13-10.0 a-i.a 7-5-11 2-7-9 1-5-11 4-1-8 3x4 = Scale = 1:27.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.08 11 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.11 10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 58 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=770/0-8-0, 7=770/0-8-0 Max Horz 2=65(LC 7) Max Uplift2— 523(LC 8), 7— 523(LC 8) Max Grav2=789(LC 17), 7=789(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc pudins. BOT CHORD Rigid ceiling directly applied or 7-1-6 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3— 1637/1097, 3-19=-1654/1137, 4-19— 1636/1125, 4-20= 1619/1110, 20-21=-1619/1110, 5-21=-1619/1110, 5-22= 1636/1123, 6-22— 1654/1131, 6-7=-1637/1053 BOT CHORD 2-12=-989/1522, 12-23=-984/1524, 11-23=-984/1524, 10-11=-I08511619, 10-24=-939/1524, 9-24= 939/1524, `/-9=-945/1522 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12fh B=45ft; L=50fh eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=523, 7=523. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 114 lb up at 4-1-8, 85 lb down and 124 lb up at 5-0-0, 113 lb down and 146 lb up at 5-7-3, 60 lb down and 129 lb up at 5-11-0, 60 lb down and 129 lb up at 7-11-0, 113 lb down and 146 lb up at 8-2-13, and 85 lb down and 124 lb up at B-10-0, and 63 lb down and 139 lb up at 9-8-8 on top chord, and 6 lb down and 7 lb up at 4-1-8, 18 lb down and 15 lb up at 5-0-0, 33 lb down at 5-7-3, 39 lb down at 5-11-0, 39 lb down at 7-11-0, 33 lb down at 8-2-13, and 18 lb down and 15 lb up at 8-10-0, and 6 lb down and 7 lb up at 9-8-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (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 MITEKREFERANCE PAGE 11111-7473 rev. 10/012015 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 bonding design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Addiflonal temporary and permanent bracing M iTek° prevent Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314, Job Truss Truss Type 70'CarNonElevDT12272598 ml 1324 GRA SPECIAL 77P'y 1 Job Reference (optional) cnamuers i russ, ron rierce, rr. ....�,. ,. ,.,.e . _ __ ....... _.....___...__, ...-....... _ -.. _ ... - ---- -- - ID:_kfiGCA6bx7i2SylHDXFw7ye3KX-dBaOBEyw vbgKMgb?oOs5f7TO2R6Jd6a2ZOyBoyStOU LOAD CASE(S) Standard Ccricentrated Loads (lb) Vert: 3=7(B) 4=-64(B) 5=-64(B) 6=7(B) 12=-6(B) 11— 35(B) 10-35(13i) 9=-6(B) 19=-28(B) 20=-60(B) 21= 60(B) 22=-28(B) 23=-18(B) 24=-18(B) 0 WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE 111I1-7473 rev. 10/03,2015 BEFORE USE. ' Design valid foruse 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 deslgner 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 Qty Ply 70' CerRon Elav D T12272599 ml 1324 GRB SPECIAL 1 1 Job Reference (optional) .. Il.., 1 •1 AAfI 9r117 Penn i Chambers Truss, Fort Pierce, FL ,.5..ug ,-....-.. --_.._ ......._ __ .... _�_ . I D:_MiGCA6bx7j2Syl HDXFw7ye3KX-507mPazYIC1XyW FnZW X5etgadRml2zTkH DBWj EyStOT 1-0- 5-D•0 10-3-0 15-6-0 21-6-0 26-2-0 28-1-0 35-0-0 36-0- -0- 5-ot 5-3-0 5-3-0 6-0-0 4-8-0 1-11-0 6-11-0 1-0-0 H 4.00 12 4x8 = 3x4 = 3x6 = 2x3 11 4x4 = 2x3 I 4x4 = 9 Scale: 3/16'=V 18 36 37 17 38 16 39 5 6 __ 4041 42 14 43,3 12 3x4 = 2x3 II 3x4 = 3x6 = 3x4 =3x6 = 3x4 = 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TP12007 CSI. DEFL. in (loc) Vdefl Ud TC 0.40 Vert(LL) 0.11 17-18 >999 360 BC 0.37 Vert(TL) -0.1717-18 >999 240 WB 0.49 Horz(TL) 0.04 15 n/a n/a (Matrix-M) PLATES GRIP MT20 244/190 Weight: 146 lb 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 Horz 2=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. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3- 1684/1053, 3-25=-1384/936, 25-26=-13841936, 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, 1443- 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; BCD L=3.opsf; h=1211t; B=45ft; L=50ft; eave=6f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 546 lb uplift at joint 2, 835 lb uplift at joint 15 , 542 lb uplift at joint 14 and 328 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 257 lb down and 341 lb up at 5-0-0, 100 lb down and 129 lb up at 7-0-12, 100 lb down and 129 lb up at 9-0-12, 100 lb down and 129 lb up at 11-0-12, 100 lb down and 129 lb up at 13-0-12, 100 lb down and 129 lb up at 15-0-12, 100 lb down and 129 lb up at 17-0-12, and 100 lb down and 129 lb up at 19-0-12, and 100 lb down and 129 lb up at 21-1-4 on top chord, and 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 lb down at 13-0-12, 39 lb down at 15-0-12, 39 lb down at 17-0-12, and 39 lb down at 19-0-12, and 39 lb down at 21-1-4 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). AD CA Standard WARNING - VerW des/gn parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE M11-7473 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 verily 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!Tek' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component Tampa, FL 33610 Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 3 1 Z Alexandria VA 22314. Job Truss Truss Type oty Pty 0' Carhon Elev T12272599 ml 1324 GRB SPECIAL 1 1 1]ob.ReferenceDoptional) Chambers Truss, Fort Pierce, FL I D:_kfiGCA6bx7j2Syt H DXFw7ye3KX-507mPazYlCjXyW FnZWX5etgadRml2zTkHD8Wj EyStOT 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, 8-9=-54, 9-11=-54, 19-22=-20 Concentrated Loads (lb) Vert: 3=-160(1`) 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) Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED mrTEKREFERANCE PAGEMII-7473 rev. 10/03/2015 BEFORE USE ' Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated 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 fabri,catlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Jab Truss Truss Type Oty Ply 70' Cathon Elev D T12272600 m11324 GRC HIP 1 1 Job Reference o floral Cham5ers Truss, Fort Pierce, FL r 40 smug ,v ate„ I D-kfiGCA6bx7j2Syl H DXFw7ye3KX-Zah8cw_AW W rOZggz7D2KA4Chvr1 unLGtW tt3GhyStOS r1-0-0 8-0-0 i3.8-0 17-6-0 21.4.0 27-0-0 35-0-0 _ 36-0-0 11 8-0-0 5-8-0 3-10-0 3-10-0 5-8-0 8.0_0 �1-0-0� Scale = 1:61.8 5x8 MT18HS = 5x8 MT18HS = 4.00 12 I 2x3 11 3x8 = 3x6 = 2x3 11 3 23 24 25 426 27 285 6 729 30 31 32 8 16 33 15 14 34 35 36 37 13 3812 39 11 3x5 % 2x3 11 3x6 = 6x10 = 6x10 = 3x6 = 2x3 11 3x5 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)-- f2:0-3-14 0-1-81 f3:0-5-4 0-2-81 f8:0-5-4 0-2-81 f9:0-3-14 0-1-81 LOADING (psf) TCLL 20.0 SPACING- 2-0-0 Plate Grip DOL 1.25 CSI. TC 0.69 DEFL. Vert(LL) in (loc) 11deft Ud 0.15 11-13 >999 360 PLATES MT20 GRIP 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.38 13-14 >680 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014lTP12007 (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 No.3 *Except* WEBS 1 Row at midpt 3-14, 5-14 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=449/0-8-0, 14=3518/0-8-0, 9=1218/0-8-0 Max Horz 2=-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= I918/1207, 31-32=-1918/1207, 8-32=-1918/1207, 8-9= 2666/1597 BOT CHORD 16-33=-164/271, 15-33=-164/271, 14-15=-164/271, 14-34=-154/251, 34-35=-154/251, 35-36=-154/251, 36-37=-154/251, 37-38=-154/251, 13-38=-154/251, 12-13=-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 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=45fh L=50ft; eave=6fh Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 323 lb uplift at joint 2, 2093 lb uplift at joint 14 and 780 lb uplift at joint 9. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)182 lb down and 312 lb up at 8-0-0, 107 lb down and 173 lb up at 10-0-12, 107 lb down and 173 lb up at 12-0-12, 107 Ib down and 173 Ito up at 14-0-12, 107 lb down and 173 lb up at 16-0-12, 107 lb down and 173 lb up at 16-11-4, 107 lb down and 173 lb up at 18-11-4, 107 lb down and 173 lb up at 20-11-4, 107 lb down and 173 lb up at 22-11-4, and 107 lb down and 173 lb up at 24-11-4, and 182 lb down and 312 Ito up at 27-0-0 on top chord, and 411 lb down and 242 lb up at 8-0-0, 79 lb down and 1 lb up at 10-0-12, 79 lb down and 1 lb up at 12-0-12, 79 lb down and 1 lb up at 14-0-12, 79 lb down and 1 lb up at 16-0-12, 79 lb down and 1 lb up at 16-11-4, 79 lb down and 1 lb up at 18-11-4, 79 lb down and 1 Ito 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 Ito up Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MffEK REFERANCE PAGE MI1-7473 rev. 10/0=015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for on Individual building component, not � a truss system. Before use, the building designer must verify the 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 We W Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guldance 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. VA2231A. Tampa, FL 33610 Job Truss Truss Type Qty, Ply 70' Cartion Elev D T7227260D m11324 GRC HIP 1 1 Job Reference (optional) t:nanmers i russ, ron rrerce, M ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-ZahBcw_AW WrOZggz7D2KA4ChvrlunLGtWtt3GhyStOS NOTES- 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (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(13) 12= 50(B) 23=-107(B) 25=-107(B) 26=-107(B) 27=-107(B) 28=-107(B) 29— 107(B) 30=-107(B) 32=-107(B)33=-50(B) 34=-50(B) 35=-50(B) 36=-50(B) 37=-50(B) 38= 50(B) 39=-50(B) Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED mrrEK REFERANCE PAGE MU-7473 rev. 10/03,2015 BEFORE USE " Design valid for use only with MRek® 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 verily the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component VA Tampa, FL 33610 Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, 22314. Job Truss Truss Type Oty Ply D T12272601 ml 1324 it MONO TRUSS 2 1 �70'CarlfonElsv Job Reference (optional) 2017 P 1 Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11.14.42 age I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-1 mFW qG?oHgzFBgOAhxaZj II_dFXGW_fOlXddo7yStOR 1-0.0 1-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 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/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 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) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.2 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purllns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 6=45ft; L=50ft; eave=6ft Cat. II; Exp C; Encl., GCpl=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 5 lb uplift at joint 3, 127 lb uplift at joint 2 and 2 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE Mll-7473 rev. 101=015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design info the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of misses 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. Alexandrla, VA 22314. Tampa, FL 33610 Job Truss Truss Type Dry Pty 70' Carlton Elev D T72272602 m11324 J2 MONO TRUSS 4 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 = r.oeu s Aug ro 2017 rvn, nr; i uuuau.ea, a c. rvm — — , so ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-1 mFWgG?oHgzFBgOAhxaZjll_dFXgW_folXddo7yStOR 2-0-0 m Scale = 1:7.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.05 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 FBC2014/TPI2007 (Matrix-M) Weight: 8lb FT=0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=36/Mechanical, 2=143/0-8-0, 4=21/Mechanical 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. BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc putting. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. Il; 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 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. O WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMIP7473 rev 10/03/2015 BEFORE USE ' Design valid for use only with MITek® connectors. This design is lased only upon parameters shown. and is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to buckling of Individual truss web and/or chord members ody. Additional temporary and permanent bracing MiTek' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabrlcaBom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria VA 22314. Tampa, FL 3361 D Job Truss Truss Type Qty Ply ml 1324 J3 MONO TRUSS 2 1b ['CartionElov!)T12272603 Reference (optional) 7 oa..e � Chambers Truss, Fort Pierce, FL ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-VzpvlcOR2755p_zMEe5oGV19NfgdFRvAzBMAKZyStOQ 1-0.0 ' 3-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TOLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(LL) 0.01 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.01 4-7 >999 240 BOLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(f L) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=58/Mechanical, 2=184/0-8-0, 4=31/Mechanical Max Horz 2=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. Scale = 1:9.6 PLATES GRIP MT20 2441190 Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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 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. 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERANCE PAGE MI1--7473 rev. 101=015 BEFORE USE Design valid for use only with MfleW connectors. This design is based only upon parameters shown, and Is for an Individual bolding 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 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 Paike East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Mexandila. VA 22314. Tampa, FL 33610 Job Truss Type Qty Ply 70' Carhon Elev D T12272604 m11324 Fs MONO TRUSS 4 1 Job Reference o tional e,u. Ia 9M7 r,ATw4 lnductriws Inn Mnn Oct 1611 �14432017 Pace 1 Chambers Truss, Fort Pierce, FL "- " - ' - 3K - ____ p -__ _ OR - ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-VzpvlcOR2755p_zMEe5oGVl6ufpl FRvAzBMAKZyStOQ 1-0-0 1. 4-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.01 4-7 >999 360 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 W B 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=79/Mechanical, 2=227/0-8-0, 4=39/Mechanical Max Harz 2=104(LC 10) Max Uplift3=-75(LC 10), 2=-170(LC 10), 4=-3(LC 10) Max Grav3=86(LC 15), 2=227(LC 15), 4=58(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:11.2 N r m PLATES GRIP MT20 244/190 Weight: 14 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165rnph (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 8, 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 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 tniss. Q WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/03/2015 BEFOREUSE. ter. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, rot 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 Welk' 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 miss 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 Qry Ply 70' CarHon Elev D rtzz7zsos m11324 J5 MONO TRUSS 11 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r. .w q..o�o,...,,,om,,,US,,,o --.. •_y_. I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-Vzpv1 cOR2755p_zMEe5oGV124fnPFRvAzBMAKZyStOQ 1.0-0 5-0-0 1-0-0 5-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.03 4-7 >999 360 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 FBC2014lTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-8-0, 4=47/Mechanical Max Horz 2=123(LC 10) Max Upl1ft3=-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. Scale = 1:12.9 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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., GCpl=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. A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EKREFERANCE PAGE M0--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 MOW Is always required for stability and io 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 Qty Ply T12272606 m11324 J6 MONO TRUSS 4 1 �70'CarftonElsvl) Job Reference (optional) Chambers Truss, Fort Pierce, FL 1.64u s Aug 16 2017 MITek industries, Inc. Mon Oct to r r: r 4:44 2017 rage r I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-z9NH Fy03pRDyO7YYoMc 1 ojg8f36C_u9JCr6js?yStOP 1-0-0 6-0-0 1-0-0 6-" 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.05 4-7 >999 360 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(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=118/Mechanical, 2=316/0-8-0, 4=53/Mechanical Max Harz 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. Scale = 1:14.5 PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudlns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-secorid 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 & 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. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrTEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MlTek® 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 buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW i prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabr callom 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 Job Truss Truss Type Qty Ply 70' Carlton Elev D T12272607 ml 1324 JB MONO TRUSS 11 1 Jab Reference o floral ,. on, I KAM.L leducldoc tnn Mnn n 116 11'14:44 2017 Pace 1 Chambers Truss, Fort Pierce, FL 1-0-0 3x5 = I D:_MiGCA6bx7j2Syl H DXFw7ye3KX-z9NHFyO3pRDyQ7YYoMc 1 ojgEY393_u9JCr6js?ySt0P 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) 0.10 4-7 >899 360 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 FBC2014fFP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=1 61 /Mechanical, 2=404/0-8-0, 4=70/Mechanical Max Hori 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. Scale = 1:17.7 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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) 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 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. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MI1-7473 rev. 10AIZ2015 BEFORE USE. � Design valid for use only with MlTek8 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 Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss cuss Type Qty=Job D T12272608 m11324 JA MONO TRUSS 2 o tional 7 Paco 1 Chambers Truss, Fort Pierce, FL ,...y ... ............. ...___...__1 . I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-SLxfSl1 halLp2H71M37GLwN UsSX-jLPTRVrH PSyStOO t 0 0 2.4-3 1_p_p 2-4-3 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In Qoc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.113 Vert(LL) -0.00 7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 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. Scale = 1:8.5 PLATES GRIP MT20 244/190 Weight: 9 lb FT = 0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-3 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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; MIN FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3, 136 lb uplift at joint 2 and 4 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING. Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII--7473 rev. 10/03/2016 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 verity 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 Job Truss Truss Type Qty Ply T12272609 ml 1324 JB MONO TRUSS 2 1 �70.'CarltonElevl) Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-2-5 3x4 = /.640 s Aug 16 2017 MI I ek industries, Inc. Mon Oct 16 1 I. i 4:45 cv i r rage i I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-SLxfSl1 halLp2H71M37GLwN HMSP6jLPTRVrH PSyStOO 5-5-11 5-5-11 Scale = 1:12.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid 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/TP12007 (Matrix-M) Weight: 19lb FT=O%, LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=107/Mechanical, 2=300/0-8-0, 4=51/Mechanical Max Horz 2=1 14(LC 10) Max Upilft3= 99(LC 10), 2=-222(LC 10), 4=-1(LC 10) Max Grav3=107(LC 1), 2=300(LC 1), 4=80(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft 13=451t; L=50ft eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Corner(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 Ib uplift at joint 4. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MTTEKREFERANCE PAGE MII-7473 rev. 10/03I2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Mffek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Crlteila, OSB-89 and BCSI Building Component 6904 Paake East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss I ype Oty ply 70' Carlton Dev D T12272610 ml 1324 JC MONO TRUSS 2 1 Job Reference (optional) ..0 16 11.144C 9017 os..o1 Chambers Truss, Fort Pierce, FL '.o a "' ""' '"" `" " """ "" """ ' ID:_kfiGCA6bx7j2SylHDXFw7ye3KX-SLxfSllhalGp2H 1M37GLwNUsSY.jLPTRVrHPSyStOO 1.0.0 11-1-4 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 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 n1a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=12/Mechanical, 2=115/0-8-0, 4=8/Mechanical Max Harz 2=5O(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) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:6.3 PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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=6it 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. 0 WARNING - Verity desfgn parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 101031201E BEFORE USE ' Design valid for use only with MIlek® 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 verily 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 miss systems, seeANSWI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra VA 22314. Tampa, FL 33610 Job Truss Truss Type aty Ply 70' Carhon Elev D T12272611 ml1324 KJ5 MONO TRUSS 1 1 ' Job Reference (optional) chargers Truss, Fort Pierce, FL 1-5-0 3x4 = 3-11-0 2.83 12 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wYV 1 fe2JK2TggRixwmeVt8wdusrDSoecf9bgxuyStON 7-0.2 312 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.05 4-7 >999 360 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(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=179/Mechanical, 2=264/0-11-5, 4=78/Mechanical Max Harz 2=109(LC 8) Max Uplift3=-167(LC 8), 2=-206(LC 8) Max Grav3=184(LC 13), 2=264(LC 1), 4=119(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale: 3/4°=1' PLATES GRIP MT20 244/190 Weight: 23 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45f1; L=50ft; eave=6fh Cat. -II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 167 lb uplift at joint 3 and 206 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (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) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11.7473 rev. 1010=016 BEFORE USE. Design valid for use only with MIieW connectors. This design is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing Welk' 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 buss systems, seeANSi/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty, Ply D T72272812 ml 1324 KJ8 MONO TRUSS 2 1 �70'Carftonelev Job Reference (optional) Chaly bars Truss, Fort Pierce, FL /.04V 5/t1,19 ro[vr/- I erc muuslrlas, Inc. man vci ro ii. i 4.46 eV iI rag, i I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-wYV1 fe2JK2TggRixwmeVt8weGsr2SjYcf9bgxuyStON 1 1-5-0 1 7-2-7 4-0-9 3x4 = 3x4 = 7-2-7 13-10-5 - — -- - d-2-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.20 Vert(LL) 0.05 6-9 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(TL) -0.09 6-9 >999 240 BOLL 0.0 ' Rep Stress Incr NO WB 0.33 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 44 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=96/Mechanical, 2=479/0-11-5, 5=389/Mechanical Max Horz 2=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=-508f784, 6-14=-508f784, 6-15=-508f784, 5-15=-508/784 WEBS 3-6=0/270, 3-5=-859/557 Structural wood sheathing directly applied or 6-0-0 oc pudins. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft 6=45ft; L=50ft eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed 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 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 Ito 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) Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M1rEK REFERANCE PAGEMII-7473 rev. 10103/2015 BEFORE USE Design valid for use oNy with MReM 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 temporay 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 Criterlo, DSR-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, State 312, Alexandria VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply T72272613 ml 1324 KJA MONO TRUSS 2 1 �70'CarftonElevD Job Reference (optional)' Chambers Truss, Fort Pierce, FL 1-2-9 3x4 = 7.640 s Aug 16 2017 M7ek Industries, Inc. Mon Oct 16 11:14:47 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-Ok3PL 3x5MbXHbHTrU9kQLSgNGCZBEumupKNTKyStOM 6-0-4 6-0-4 Scale = 1:13.9 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) -0.02 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 FBC2014lrP12007 (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=1 31 /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. (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: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 3 and 159 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 54 Trapezoidal Loads (pif) Vert: 2=0(F=27, 13=27)-to-3=-81(F= 14, B= 14), 5=0(F=10, B=10)-to-4=-30(F=5, B=5) 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev. 10/03MOIS BEFORE USE Design valid for use only with MBek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not � a truss system. Before use, the bullding 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 6904 Parke East Blvd. fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandda, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Carhon Elev D T12272614 ml 1324 KJB MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-2-9 3x4 = /.D9U 5 mug 1 D LV 1 / MI I tlR IIIUU5111tl5, IIIU. v - I cv I , ao , ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-Ok3Pt_3x5MbXHbH7TU9kQLSrdGDRBEumupKNTKyStOM 4-11-9 4-11-9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.01 4-7 >999 360 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 FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=90/Mechanical, 2=161/0-9-11, 4=40/Mechanical Max Horz2=75(LC 8) 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. Scale: 1 "=1' PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0%D BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=45f1; L=50ft; eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.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 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, 13=27)-to-3=-67(F=-7, B=-7), 5=0(F=10, 13=10)-to-4=-25(F= 2, B=-2) 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 1010=015 BEFORE USE Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcattorL storage, delivery, erection and bracing of trusses and truss systems. seeANSI/TPI I Quality Criteria, DSE-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informaflon available from Truss Plate Institute, 218 N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty, Ply�7a,.Icn,D T12272615 ml1324 MV2 VALLEY 1 (optional) Chambers Truss, Fort Pierce, FL 2-" 3x4 /.64O s Aug 16 2017447.k inuusmns, mv. Mon Ud i+.+o , go , I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-swco4J3ZsgkOvlsJ 1 BgzzZ41 Agacwh8v7T4x?nyStOL 4.00 12 Scale = 1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vett(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 FBC2014ITP12007 (Matrix) Weight: 5lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=41/2-0-0, 2=30/2-0-0, 3=11/2-0-0 Max Harz 1=21(LC 10) Max Upliftl=-20(LC 10), 2= 30(LC 10) Max Grav1=42(LC 15), 2=32(LC 15), 3=22(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=3.0psf; h=12ft; B=451t L=501t; eave=6ft; Cat. it; 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. 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. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MflekO connectors. This design Is based only upon parameters shown, and Is for an individual building component, not , a truss system. Before use, the building designer must verify the 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 fabricallon, 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. AlexandrlaL VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T12272616 =optional) ml1324 MV4 VALLEY 1 1 16 11'14'48 2017 P 1 Chambers Truss, Fort Pierce, FL 3x4 4-0-0 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon ct age ID:_kfiGCA6bx7i2Sy1HDXFw7ye3KX-swco4J3ZsgkOvlsJ1BgzzZ?yOgYlwh6v7T4x?nyStOL LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) n/a n/a 999 TCDL 7.0 Lumber DOL 1.25 BC 0.17 Vert(TL) n/a n/a 999 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 BOT CHORD 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. 3x4 11 Scale = 1:9.5 PLATES GRIP MT20 244/190 Weight: 12 lb FT = 0% Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 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. 11; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MINFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Gable requires continuous bottom chord bearing. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) 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. ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO.7473 rev. 10/032015 BEFORE USE ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 Bullding Component 6904 Parke East BNd. Safety information avaliable from Taus Plate institute, 218 N. Lee Street. Suite 312, Alexandria VA 22314, Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths, Apply plates to both sides of truss and fully embed teeth. - -I- For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss. This symbol indicates the required direction of slots in connector plates. ` Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings (supports) occur, Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing, BCSI: Building Component Safety Information, • Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. l Numbering System 6-4-8 1 dimensions shown In ft-in-sixteenths (Drawings not to scale) I 2 3 TOP CHORDS 0 O O a. O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 6 of O O a- O Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other, 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber, 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, s¢e, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and s¢e, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer, 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.