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HomeMy WebLinkAboutTrussNo. I Seal# i Truss Name Date I No. I Seal# Truss Name Date 1 IT122725901A 10/16/17 1 18 IT12272607IJ8 10/16/17 12 1 T12272591 I Al 1 10/16/17 119 I T12272608 I JA 1 10/16/17 13 1 T122725921 A2 1 10/16117120 IT12272609IJB 10/16/17 4 1 T12272593 1 A3 10/16/17 21 IT122726101JC 10/16/17 5 1 T12272594 1 A4 10/16/17 22 1 T1 22726111 KJ5 10/1 6 1 T12272595 1 A6 10/16/17 123 1 T12272612 1 KJ8 110 7 1 T1.2272596 1 B 10/16/17 124 1 T12272613 1 KJA 10/ 7 18 I T122725971 BH7 1 10/16/17 125 1 T12272614 1 KJB 10/1 617A 7 19 I T12272598 I GRA 1 10/16/17 "1 26 1 T12272615 1 MV2 1 10/16/17 110 I T12272599 1 GRB 1 10/16/17 I27 1 T12272616 1 MV4 1 10/16/17 Ill I T12272600 1 GRC 1 10/16/17 I I 1 I I I I 112 1 T12272601 1 J1 110/16/17 113 I T12272602 I J2 1 10/16/17 114 I T12272603 I J3 110/16/17 115 I T12272604 I J4 1 10/16/17 116 I T12272605 I J5 110/16/17 117 I T12272606 I J6 110/16/17 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: Albani, 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. MiTek 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. ° ® ;; ; to,. Lumber design values) are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek. RE: ml 1324 - 70' Carlton Elev D MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Tampa, FL33610-4115 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 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. t� 1. Ott t1 Ir11ii i a 39380 X= ��•. ST TE OF ,���Sis7�1V ��/IIIIIIIt� Thomas A. Albans PE No.39380. MITek'USA, Inc. FL Gert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 16,2017 Albani, Thomas 1 of 1 Truss Truss ype City Ply 70' Carlton Elev DT12272590 Lmll4 A COMMON 10 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MI r aK InclusVles, Inc. Mon Uct 16 11:14:33 201 / Pagel I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-o2C7xBu9O3rW cRCRfYvSsOtM8dKsvm5igdxe_8ySt0a r1-0-0 8-4.0 12-11-0 17.6-0 22-1-0 26$-0 i 35-0-0 36-0.0 1-0-0 8-4-0 4-7-0 4-7.0 4-7-0 4-7- 8-4-0 4x5 = 4.00 12 17 - 15 2x3 I I 4x6 = 3x8 = 4x5 = 14 12 3x8 = 2x3 II 4x6 = Scale = 1:60.8 4x5 = 8-4-0 12-11-0 22-1-0 26-8-0 35-0-0 8-4-0 4-7-0 9-2-0 4-7-0 5-4-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) 0.29 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.55 Vert(TL) -0.76 14-15 >550 240 BCLL 0.0 " Rep Stress Incr YES WB 0.60 Horz(TL) 0.15 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 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 Uplifl2=-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=1211h B=45ft; L=50fh eave=6ft Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 12-8-6, Exterior(2) 12-8-6 to 17-6-0, Interlor(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 DO L=1.60 3) 100.Olb AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) The solid section of the plate is required to be placed over the splice line at joint(s) 16, 13. 5) Plate(s) at joint(s) 16 and 13 checked for a plus or minus 4 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (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- Verify design parameters and READ NOTES ON THIS AND INCLUDED WFEK REFERANCE PAGE M11--7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse wish possible personal Injury and property damage. For general guidance regarding the fabrlcatlon, storage, delivery, erection and bracing of trusses and muss 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 Pry 70' Carlton Elev D T12272591 ml 1324 Al SPECIAL 9 1 Job Reference (optional) Charhbers Truss, Fort Pierce, FL /.b4U S Aug 1b ZVI / MI I eK Inuusines, Inc. Mon Vcl I b 11:14:L" LUl r rage l I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-GEmVBXvn9NzN DbndDFQhOcQR_l aOeF7rvHhBW byS10Z 1-0• 7-8-0 13-7-8 17-6-0 23.1112 26-9-10 35-0-0 6-0- 1-0-0 7-8-0 5-11-86-5-12 2-9-14 8-2-6 -0-0 r11 6 4.00 12 5x8 = Scale = 1:61.8 3x6 -- 2x3 II 5x12 = 3x12 = 2.00 12 1 I6 6 7 8-0 13-7-8 23-11-12 35-M 7-8-0 5-11-8 10-4-4 11-0-4 Plate Offsets (X,Y)-- f2:0-3-14,0-1-81, f8:0-3-O,Edgel, f10:0-1-15,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.78 12 >538 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(TL) -1.73 12-13 >243 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.48 Horz(TL) 0.44 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 159 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 `Except` WEBS 1 Row at midpt 6-12 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1364/0-8-0, 10=1334/0-8-0 Max Horz2=223(LC 9) Max Uplift2= 833(LC 10), 10= 816(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-3085/2236, 3-21— 3021/2253, 3-4=-2498/1935, 4-22= 2446/1941, 5-22— 2409/1949, 5-6=-2472/2055, 6-23=-5166/3916, 7-23=-5221/3903, 7-8=-5137/3782, 8-9=-5179/3779, 9-24=-5502/4051,10-24=-5574/4036 BOT CHORD 2-14=-1970/2875, 13-14=-1970/2875, 13-25=-1404/2117, 25-26— 1399/2125, 12-26— 1394/2141, 10-12_ 3719/5307 WEBS 3-13=-634/453, 5-13_ 293/335, 6-13— 296/541, 6-12=-2319/3328, 7-12=-303/371, 9-12=-392/347 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. 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 & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) The solid section of the plate is required to be placed over the splice line at Joint(s) 4, 6. 5) Plate(s) at joint(s) 4 checked for a plus or minus 5 degree rotation about its center. 6) Plate(s) at joint(s) 6 checked for a plus or minus 3 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.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 ANSUTPI 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 Gt=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 - Verlty design parameters and READ NOTES ON THIS AND INCLUDED MD-EKREFERANCE PAGE MI1-7473 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 MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatiom 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 Elev D T12272592 m11324 A2 SPECIAL 1 1 �70'Carfton Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2Ul7 om i ex industries, inc. noon Vct 16 11:14:35 2u1 I rage i I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-kQKtMtvPwg5ErlMgmzxwxpyfwQw5NeX_8xQ121 ySt0Y 1-0 8-0-1 13-7-8 16-0-0 19-0-0 23-I"2 26-9-9 35-0-0 6-0- 10 8-0-1 5-7-7 2-4-8 3-0-0 4-11- 22 2-9-13 8-2-7 -0-0 4.00 12 5x6 = 4x4 = 15 2x3 I I 5x6 = 3x6 = 2.00 12 Scale: 3/16°=1' 3x12 = ,ichl i 19-0-0 i 23-"-12 _ _ �_ - _ _ 35-" 8-0-1 5-7-7 5-4-8 4-11-12 11-0-4 Plate Offsets (X,Y)-- f2:0-1-10,0-0-01. f4:0-2-4,Edgel, f8:0-3-0,0-3-41, f10:0-1-15,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) 0.74 12 >571 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(TL) -1.25 12-21 >335 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.44 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 161 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-0 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1363/0-8-0, 10=1335/0-8-0 Max Horz 2= 205(LC 8) Max Uplift2= 833(LC 10), 10= 817(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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, 3-14=-808/587, 5-13= 203/557, 6-13=-347/618, 7-13=-2747/1646, 7-12=-1055/1914, 9-12= 465/457 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.0psf; h=12fh B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCp1=0.18; MWFRS (directional) and C-C Exterlor(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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=833, 10=817. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE Mf1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing 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/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 T72272593 m11324 A3 SPECIAL 1 �70'Carftonlilevl) 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:36 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-CcuFZDw2h_D5TvxOKgT9U l VqugFK65oBMbAlaTyStOX 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 = 4.00 F12 4 5 3xA 13 2x3 11 5x6 = 2.00 12 8-0-1 13-7-8 21-0-0 i 23-11-12 i 35-0-0 2-0-1 5-7-7 7-a-H 9-11-19 11-0.4 Plate Offsets (X,Y)-- i8:0-1-15,Edgel LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.70 10 >597 360 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(fL) -1.21 10-19 >347 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.73 Horz(TL) 0.42 8 n/a n/a BCDL 10.0 Code FBC2014fTP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 Scale=1:62.9 3x12 = PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 158 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 2=1364/0-8-0, 8=1334/0-8-0 Max Horz 2=-181(LC 8) Max Uplift2=-834(LC 10), 8=-816(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-3072/1947, 3-20=-3006/1958, 3-4=-2470/1649, 4-5=-3084/2041, 5-6=-3225/2094, 6-7=-5097/3151, 7-21=-5498/3558, 8-21= 5568/3547 BOT CHORD 2-13= 1687/2851, 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=50ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-9-10, Interior(1) 3-9-10 to 31-2-6, Exterior(2) 31-2-6 to 36-0.0 zone;C-C for members and forces & MWFRS 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 (jt=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. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall 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 system% 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 aty Ply 70' Carhon Elev D T12272594 m11324 A4 SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:36 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-CcuFZDw2h_D5TvxOKgT9UIVgpgFV650BMbAlaTyStOX 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 3x6 4.00 12 5x6 = 3x4 = 14 13 3x4 = 3x4 = 5x6 = 2.00 12 5x8 = 2x3 I 6 7 8 8-2 13-7-8 17-6-0 23-11-12 35-0-0 A-A-2 d-11-R 3-10-B 6-5-72 11-0-4 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 TCDL 7.0 Lumber DOL 1.25 BC 0.94 BCLL 0.0 ' Rep Stress Incr YES WB 0.75 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 9=1336/0-8-0 Max Horz 2=-157(LC 8) Max Uplift2=-831(LC 10), 9= 818(LC 10) DEFL. in (loc) I/defl Ud Vert(LL) 0.7211-12 >584 360 Vert(TL)-1.2011-20 >349 240 Horz(TL) 0.43 9 n/a n/a 0Icb Im 0 3xl2 = PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 160 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-9 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-21=-3149/2100, 3-21— 3094/2113, 3-4=-2905/1951, 4-5=-2565/1803, 5-6=-3339/2294, 6-7=-5060/3236, 7-8=-5111/3235, 8-22=-5516/3643, 9-22=-5586/3632 BOT CHORD 2-14=-1853/2936, 13-14=-1432/2447, 12-13— 2010/3393, 11-12= 2386/4107, 9-11=-3329/5316 WEBS 3-14= 351/364, 4-14=-240/456, 4-13=-160/406, 5-13=-1117/691, 5-12= 139/464, 6-12=-857/437, 6-11 =-1 124/1981, 8-11=-528/512 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft Cat. 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) 9 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=831, 9=818. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 iruss 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 aty Ply 70' Cartoon Elev D T12272595 m11324 A6 HIP 1 1 Job Reference (optional) Chainbers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:37 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-hpSenZxgSHLy53W Cu0_OOE2?pEforfeHbFvs7vyStOW 1-0 6-7-15 10-0-0 13-8-0 21-0-0 25-0-0 28.4-1 35-0-0 -0-0 6-7-15 3-4-1 3.8.0 7-8-0 3-8-0 3-4-1 6-7-15 -0.0 4.00 12 5x8 = 2x3 11 2x3 11 5x8 = 4 23 24 5 , 25 26 6 27 28 7 Scale = 1:61.8 0 N Im 6 16 15 14 13 12 11 3x4 = 3x4 3x4 = 3x4 = 3x6 4x6 = 4x6 = 3x6 10-0-0 131-0 21-4-0 i 25-01 _i 35-0-0 10-0-0 3_B.0 7-8-0 3-8-0 10-0-0 Plate Offsets (X Y)-- f2:0-3-14 0-1-81 14:0-5-4 0-2-81 17:0-5-4 0-2-8j (9:0-3-14,0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 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/TP12007 (Matrix-M) Weight: 153 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-11 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-8-10 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1119/0-8-0, 14=369/0-8-0, 9=1210/0-8-0 Max Horz2=133(LC 9) Max Uplift2=-690(LC 10), 14= 216(LC 10), 9=-744(LC 10) Max Grav2=1119(LC 1), 14=440(LC 19), 9=1215(LC 20) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2427/2216, 3-4=-2088/1872, 4-23=-2413/2208, 23-24= 2413/2208, 5-24=-2413/2208, 5-25= 2413/2208, 25-26=-2413/2208, 6-26= 2413/2208, 6-27= 2413/2208, 27-28=-2413/2208, 7-28=-2413/2208, 7-8=-2362/2100, 8-9= 2639/2389 BOT CHORD 2-16=-1947/2257, 15-16= 1488/1949, 14-15=-1488/1949, 13-14=-1885/2413, 12-13=-1720/2226, 11-12=-1720/2226, 9-11=-2102/2449 WEBS 3-16=-407/543, 4-16= 161/272, 4-14=-539/804, 5-14=-514/583, 6-13=-238/314, 7-13=-224/323, 7-11— 265/369, 8-11=-317/459 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45fh L=50fh eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 16-9-7, Interior(1) 16-9-7 to 18-2-9, Exterior(2) 18-2-9 to 25-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord five load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 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. Q WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED WFEK REFERANCE PAGE 11111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and properly 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 T12272596 m11324 B COMMON 3 �70'CarftonElevD 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL r.bau s Aug io 20i r mi i ek mcusmes, inc. Mon va i o i r: i 4.38 2017 raqu i I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-9?00_vyl DbTpiC5OS5VdZSaGde6_a93RgvfPfMy9toV 1-0-0 6-11-0 13-10-0 1-0-0 6-11-0 6-11-0 4x6 = 3x5 = 2x3 11 Scale = 1:24.9 3x5 = I6 0 6-11-0 13-10-0 6-11-0 6-11-0 Plate Offsets (X Y)-- f2:0-0-6 Edqel f4.0-0-6 Edgel LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.05 5-8 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.23 Vert(TL) -0.09 5-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 47lb FT = 0%b LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD • Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 9-1-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=511/0-8-0, 2=567/0-8-0 Max Horz2=93(LC 9) Max Uplift4=-294(LC 10), 2=-375(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-819/775, 3-4=-818/775 BOT CHORD 2-5=-609/726, 4-5= 609/726 WEBS 3-5=-14/271 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 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 fora 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. 10/03,2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component not � a truss system. Before use. The building designer must verify the applicability of design parameters and properly incorporate this design Into the overall buflding 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/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 312. Alexandda, VA 22314. ob Truss Truss Type Oty Ply 70' Carlton Elev D T12272597 m11324 BH7 BOSTON HIP 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:39 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-dBaOBEyw vbgKMgb?oOs5f7LH2NUJWZa2ZOyBoyStOU 15r10 21.6-0 1-0- 7-0.0 9-6-0 11.6-0 13-6-0 1 •0 0 17-6-0 19-6-0 21-0.0 23-6-0 256-0 2&0-0 350.0 1-0-0 7.0-0 2-SO 2-0-0 2-0-0 -S 1-6-0 2-0-0 2-0-0 1-6-OD-E 2-0-0 2.0-0 2.10 7-0-0 TOP CHORD MUST BE BRACED BY END JACKS, Scale: 3/16"=1' �ROOF DIAPHRAGM, OR PROPERLY CONNECTED PURLINS AS SPECIFIED. off 3x6 = 35 — 33 32 "� 30 4x6 = 3x8 = 3x4 = 4x6 = 45 = g a O 1 7-0-0 r 7-0-0 7-0-0 7-0-0 7-" Plate Offsets (),Y)-- j24:0-3-0,Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (Joe) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.48 32-33 >875 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.79 32-33 >534 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(TL) 0.17 28 n/a n1a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 208lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-11-5 oc pudins. 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 Upiift2= 825(LC 10), 28= 825(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) 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— 11061919, 24-44= 1106/917, 24-26=-1123/915, 26-27=-1176/925, 27-45=-3068/2449, 28-45=-3170/2439, 3-5=-2261/1955, 5-7=-2264/1959, 7-10=-2264/1959, 10-11=-2264/1959, 11 -1 3=-2264/1959,13-15=-2264/1959, 15-17= 2264/1959, 17-18— 2264/1959, 18-20= 2256/1955, 20-21=-2256/1955, 21-23= 2256/1955, 23-25=-2256/1955, 25-27= 2252/1950 BOT CHORD 2-35=-2167/2956, 34-35=-2176/2940, 33-34— 2176/2940, 32-33— 2536/3305, 31-32=-2177/2940, 30-31=-2177/2940, 28-30=-2168/2957 WEBS 3-33=-390/438, 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=45fh L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 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 DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any 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 purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE M11-7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown. and Is for an individual building component, not a truss system. Before use, the building designer must vedfy 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. Tempe, FL 33610 Job Truss Truss Type Qty Ply 70' Carhon Elev D T12272598 m11324 GRA SPECIAL 1 1 Job Reference (optional) Chafters Truss, Fort Pierce, FL 7.640 s Aug 15 2ui f MI I eK Industries, inc. Men Oct 16 11:14:39 2017 rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-dBaOBEyw_vbgKMgb?oOs5fTrO2R6Jd6a2ZOyBoyStOU -1-0-0 4-1-8 5-73 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 Scale = 1:27.4 2.37 F12 4x4 = 4x4 = 4x10 4x10 19 4 20 21 5 22 6 2x3 11 3x4 = 3x4 = 2x3 11 3x4 = 3x4 = 4-1-8 5-7-3 8-2-13 9-8-8 13-10-0 1 4-1-8 1-5-11 2-7-9 is 4-1-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.08 11 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.11 10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 Horz(TL) 0.03 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 58 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-8-5 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 7-1-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=770/0-8-0, 7=770/0-8-0 Max Horz2=65(LC 7) Max Uplift2=-523(LC 8), 7— 523(LC 8) Max Grav2=789(LC 17), 7=789(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 1637/1097, 3-19=-1654/1137, 4-19= 1636/1125, 4-20=-1619/1110, 20-21= 1619/1110, 5-21= 1619/1110, 5-22= 1636/1123, 6-22= 1654/1131, 6-7=-1637/1053 BOT CHORD 2-12=-989/1522, 12-23=-984/1524, 11-23= 984/1524, 10-11= 1085/1619, 10-24= 939/1524, 9-24=-939/1524, 7-9= 945/1522 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6fh Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) except (Jt=lb) 2=523, 7=523. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 63 lb down and 114 lb up at 4-1-8, 85 lb down and 124 lb up at 5-0-0, 113lb down and 146 lb up at 5-7-3, 60 ib down and 129 lb up at 5-11-0, 60 lb down and 129 lb up at 7-11-0, 113 lb down and 146 lb up at 8-2-13, and 85 lb down and 124 lb up at 8-10-0, and 63 lb down and 139 lb up at 9-8-8 on top chord, and 6 lb down and 7 lb up at 4-1-8, 18 lb down and 15 lb up at 5-0-0, 33 lb down at 5-7-3, 39 lb down at 5-11-0, 39 lb down at 7-11-0, 33 lb down at 8-2-13, and 18 lb down and 15 lb up at 8-10-0, and 6 lb down and 7 lb up at 9-8-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3= 54, 3-4=-54, 4-5=-54, 5-6=-54, 6-8= 54, 13-16= 20 WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MIF7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MiToW 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 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' Carhon Elev D T12272598 m11324 GBA SPECIAL 1 1 Job Reference (optional) Charhbers Truss, Fort Pierce, FL r.ovu s Hug i o cu i t in, ek mausmes, am. on u. i o i i. vi..; co i i r.q. c ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-dBaOBEyw_vbgKMgb?oOs5f7T02R6Jd6a2ZOyBoyStOU LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=7(B) 4=-64(B) 5=-64(B) 6=7(B) 12= 6(B) 11=-35(B) 10= 35(B) 9= 6(B) 19=-28(B) 20=-60(B) 21=-60(B) 22=-28(B) 23=-18(B) 24=-18(B) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MR'EKREFERANCE PAGE MII--7473 rev. 1010312015 BEFORE USE. ter. " 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. Bracfng Indicated Is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k" prevent Is always required for stability and to prevent collapse wish possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Carhon Elev D ' T12272599 m11324 GRB SPECIAL 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.b40 S Aug 1 e zu1 i nm i eK mausines, inc. Mon Oci 16 1 i n v:au zui r rage 1 1 D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-507mPazYlCjXyW FnZW X5etgadRml2zTkH DBWj EyStOT O- 5-02 10-3-0 15-6-0 21-6-0 26-2-0 28-1-0 35-0-0 6-0- -0-5-3-0 6-0-0 4-8-0 1-11-0 6-11-0 -0-0 Scale: 3/16"=1' 2x3 II 4x4 = 4.00 12 _ 4x8 3x4 = 3x6 = 2x3 11 4x4 = 9 3 25 26 4 27 28 29 5 630 31 32 733 34 35 8 a 1 2 Jl 10 11 N J;�: +j - ICi o pp 18 36 37 17 38 16 39 4041 42 14 4313 12 3x4 = 2x3 II 3x4 = 5x6 3x6 = - 3x4 3x6 = 3x4 3x4 = 10-3-0 , 15-6-0 21-6-0 28-1-0 35-0-0 5-3-0 5-3-0 6-0-0 6-7-0 r 6-11-0 Plate Offsets (X Y)-- (3:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.11 17-18 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.17 17-18 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.49 Horz(TL) 0.04 15 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) 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 puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-15 REACTIONS. All bearings 0-8-0. (Ib) - 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=1384/936, 4-26= 1384/936, 4-27=-288/567, 27-28=-288/567, 28-29=-288/567, 5-29=-288/567, 5-30=-288/567, 6-30=-288/567, 6-31=-288/567, 31-32=-288/567, 32-33=-288/567, 7-33=-288/567, 7-34=-288/567, 34-35=-288/567, 8-35= 288/567, 8-9=-616/296, 9-10=-644/276 BOT CHORD 2-18=-907/1561, 18-36=-902/1574, 36-37=-902/1574, 17-37=-902/1574, 17-38= 838/1384, 16-38=-838/1384, 16-39= 838/1384, 39-40=-838/1384, 15-40=-838/1384, 15-41=-567/412, 41-42=-567/412, 42-43= 567/412, 14-43=-567/412, 13-14= 125/571, 12-13= 125/571, 10-12=-147/549 WEBS 3-18=0/306, 4-17=0/349, 4-15=-2031/1286, 6-15=-504/480, 7-14= 430/408, 8-14=978/572 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 546 lb uplift at joint 2, 835 lb uplift at joint 15 , 542 lb uplift at joint 14 and 328 lb uplift at joint 10. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 257 lb down and 341 lb up at 5-0-0, 100 lb down and 129 lb up at 7-0-12, 100 lb down and 129 lb up at 9-0-12, 100 lb down and 129 lb up at 11-0-12, 100 lb down and 129 lb up at 13-0-12, 100 lb down and 129 lb up at 15-0-12, 100 lb down and 129 lb up at 17-0-12, and 100 lb down and 129 lb up at 19-0-12, and 100 lb down and 129 lb up at 21-1-4 on top chord, and 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 design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). AD CA Standard WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MI1-7473 rev. 10/03/1015 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. Addlfional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Carlton Elev D T12272599 ml 1324 GRB SPECIAL 1 1 Job Reference option al Chambers Truss, Fort Pierce, FL r.b4U 5 AU9 ib Lu1 r MI i eK mausiries, Inc. Mon ucr 1 ti 11 :i r,;u zu1 r Ya9e z I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-507mPazylgXyW FnZWX5etgadRml2zTkH DSWj 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, 6-9=-54, 9-11= 54, 19-22=-20 Concentrated Loads (lb) Vert: 3_ 160(F) 18=-45(F)25=-60(F) 26= 60(F) 27= 60(F) 29=-60(F) 30=-60(F) 31= 60(F) 32= 60(F) 33=-60(F) 36=-13(F) 37=-13(F)38= 13(F) 39=-13(F)40= 13(F) 41=-13(F) 42=-13(F) 43= 13(F) 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEKREFERANCE PAGE M11-7473 rev. 10/03,2015 BEFORE USE. Design valid for use only with 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 prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, 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 T12272600 m11324 GRC HIP 1 1 �70'CarhonElavD Job Reference (optional) Chambers Truss, Fon Pierce, FL 7.640 s Aug i u zui r Mi r ex urausmes, inc. Mon Oci 16 1 1:14A 1 2017 rage 1 ID:_kfiGCA6bx7j2Syl H DXFw7ye3KX-Zah8CW_AW WrOZggz7D2KA4Chvr1 unLGtW tt3GhyStOS r1-0-q 8-0-0 13-8-0 1� 76-0 21-4-0 27-01 i 35-0-0 36-0- 1-0-0 8-M 5-8-0 3-10-0 3-10-0 5-8-0 8-0-0 1-0.0 1 6 Scale = 1:61.8 5x8 MT1 BHS = 5x8 MT18HS = 4.00 12 2x3 11 3x8 = 3x6 = 2x3 II 3 23 24 25 426 27 285 6 729 30 31 32 8 16 33 15 14 34 35 36 37 13 38 12 39 11 3x5 % 2x3 11 3x6 = 6x10 = 6x10 = 3x6 = 2x3 13x5 N oIm 6 8-0-0 13.8-0 21-4-0 27-0-0 35-0-0 73-0-0 5-8-0 7-8-0 5-8-0 8-0-0 Plate Offsets (X Y)-- f2:0-3-14 0-1-81 (3:0-5-4 0-2-81 f8:0-5-4 0-2-81 f9:0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. In (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.15 11-13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(TL) -0.38 13-14 >680 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.78 Horz(TL) 0.06 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (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 puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-2-6 oc bracing. WEBS 2x4 SP No.3 `Except' WEBS 1 Row at midpt 3-14, 5-14 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=449/0-8-0, 14=3518/0-8-0, 9=1218/0-8-0 Max Horz2= 109(LC 6) Max 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 =-1 918/1207, 31-32=-1918/1207, 8-32=-1918/1207, 8-9= 2666/1597 BOT CHORD 16-33=-164/271, 15-33= 164/271, 14-15- 164/271, 14-34= 154/251, 34-35=-154/251, 35-36=-154/251, 36-37=-154/251, 37-38- 154/251, 13-38=-154/251, 12-13=-1397/2496, 12-39=-1397/2496, 11-39- 1397/2496, 9-11 =-1 388/2466 WEBS 3-16= 171/645, 3-14=-2381/1445, 4-14= 646/592, 5-14=-2622/1675, 5-13=-1101/2042, 7-13=-599/556, 6-13=-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=45ft; L=50ft; eave=6ft Cat. 11; Exp C; Encl., GCpi=o.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 323 Ib uplift at joint 2, 2093 Ib uplift at joint 14 and 780 Ib 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 Ib down and 312 Ib up at 8-0-0, 1071b down and 173 Ib up at 10-0-12, 107 Ib down and 173 Ib up at 12-0-12, 107 Ib down and 173 Ib up at 14-0-12, 107 Ib down and 173 Ib up at 16-0-12, 107 Ib down and 173 Ib up at 16-11-4, 107 Ib down and 173 Ib up at 18-11-4, 107 Ib down and 173 Ib up at 20-11-4, 107 Ib down and 173 Ib up at 22-11-4, and 107 Ib down and 173 Ib up at 24-11-4, and 182 Ib down and 312 Ib up at 27-0-0 on top chord, and 411 Ib down and 242 Ib up at 8-0-0, 79 Ib down and 1 Ib up at 10-0-12, 79 Ib down and 1 Ib up at 12-0-12, 79 Ib down and 1 Ib up at 14-0-12, 79 Ib down and 1 Ib up at 16-0-12, 79 Ib down and 1 Ib up at 16-11-4, 79 Ib down and 1 Ib up at 18-11-4, 79 Ib down and 1 Ib up at 20-11-4, 79 Ib down and 1 Ib up at 22-11-4, and 79 Ib down and 1 Ib up at 24-11-4, and 411 Ib down and 242 Ib up Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE Design valid for use only wlih MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the buiiding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply 70' Carhon Elev D T12272600 m11324 GRC HIP 1 1 Job Reference (optional) Unambers I russ, 1­011 1'I9rCe, 1-L /.04u a Aug to—I/1vIII"K mu—Imb, NO. rvl .i.Yl V. yea I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-Zah8cw_AW W rOZggz7D2KA4Chvr1 unLGtW tt3GhyStOS 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 (Ib) Vert: 3=-126(B) 6=-107(B) 8=-126(B)15=-50(B) 16=-411(B)11= 411(B) 12=-50(B) 23=-107(B) 25=-107(B) 26=-107(B) 27=-107(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) ® WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE.�� Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component not a truss system. Before use. the building designer must verify the applicability of design parameters and 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 fabricailon, 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 T12272601 ml1324 J1 MONO TRUSS 2 1 �70'CarftonSlevl) Job Reference (optional) Chambers Truss, Fort Pierce, FL t A9u s Aug io evi / Mi I ek indusirles, in, Mun Ovi l o i i . —42 201 f FaVu i I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-1 mFWgG?oHgzFBgOAhxaZj II_dFXGW_fOlXddo7yStOR -1-0-0 1-0-0 1-0-0 1-0-0 3x4 = Scale = 1:6.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 MT20 - 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) -0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WE, 0.00 Horz(TL) 0.00 2 n/a rt/a BCDL 10.0 Code FBC2014/TP12007 (Matrix M) Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/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 (Ib) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 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. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. © WARNING - Verity design parameters end READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ' Design valid for use only wilh 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 verlfy 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 M iTe k' prevent Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCS1 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 D T12272602 ml 1324 J2 MONO TRUSS 4 �70'Garfton 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:42 2017 Page 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-1 mFWgG?oHgzFBgOAhxaZjII_dFXgW_fOlXddo7yStOR 2-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 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/TP12007 (Matrix-M) 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. Scale = 1:7.9 PLATES GRIP MT20 244/190 Weight: 8 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 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=3.0psf; h=12ft; B=45ft; L=501t; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. A WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED MMEKREFERANCE PAGE MII--7473 rev, 10/03,2016 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. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. 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' Carfton Elev D T72272603 m11324 J3 MONO TRUSS 2 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 1AM s Aug 16 2017 Mi I eK Industries, Inc. Mon Oct 16 1 1:14:43 2017 rage r ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-VzpvlcOR2755p_zMEe5oGV19NfgdFRvAzBMAKzyStvu 1-0-0 3-0-0 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Lid TCLL 20.0 Plate Grip DOL 1.25 TC 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 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=58/Mechanical, 2=184/0-8-0, 4=31/Mechanical Max Horz2=85(LC 10) Max Upiift3— 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 244/190 Weight: 11 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 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; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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- Verily design parameters and READ NOTES ON THIS AND INCLUDED MtTEKREFERANCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with 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 10 prevent collapse with possible personal Injury and property damage. For general guidance regarding the 6904 Parke East Blvd. fabricatlom storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPIi Quality Criteria, DSB-89 and BCS1 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 Pty m11324 J4 MONO TRUSS 4 1b E'CarltonElevDT12272604 Reference (optional) Chgmbers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:43 2017 Page 1 I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-VzpvlcOR2755p_zMEe5oGVl6ufpl FRvAzBMAKZyStOQ 4-0-0 J 1-0-0 4-M Scale = 1:11.2 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr . YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 14 lb FT = 0% 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 Horz 2=1 04(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. 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=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 75 lb uplift at joint 3, 170 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based orgy upon parameters shown, and Is for an individual building component, not � a truss system. Before use, the building designer must verify the appllcabflity 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, dellvery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply 70' Carhon Elev D T12272605 ml 1324 JS MONO TRUSS 11 1 Jab Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 Mffek Industries, Inc. Mon Uct 16 11:14:43 2017 rage 1 ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-VzpvlcOR2755p_zMEe5oGVI24fnPFRvAzBMAKZyStOQ 1-0-0 5-0-0 Scale = 1:12.9 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) 0.03 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.04 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 17lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=100/Mechanical, 2=274/0-8-0, 4=47/Mechanical Max Horz 2=1 23(LC 10) Max Uplift3=-96(LC 10), 2=-194(LC 10) Max Grav3=109(LC 15), 2=276(LC 15), 4=75(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 13=4511h L=50ft eave=6ft Cat. it; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 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. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MIlEK REFERANCE PAGE M11--7473 rev. f010312015 BEFORE USE Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and Is for an Individual [wilding component, not a truss system. Before use. the building designer must verify the applicability of design parameters and 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 fobricatlom 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 TrussType Qty Ply D T12272606 m11324 J6 MONO TRUSS 4 �70'Caiftonlilsv 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2o17 MiT eK Ineustnes, Inc. Mon Oct 16 11:14:44 2017 rage 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-z9NH Fy03pRDyQ7YYoMc 1 ojg8f36C_u9JCr6js?ystOP -1-0-0 6-0-0 - 1-0-0 6-0-0 Scale = 1:14.5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.05 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -0.08 4-7 >831 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix-M) Weight: 20lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=118/Mechanical, 2=316/0-8-0, 4=53/Mechanical MaxHorz2=140(LC 10) Max Uplift3=-115(LC 10), 2=-215(LC 10) Max Grav3=129(LC 15), 2=319(LC 15), 4=88(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=4511; 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 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 tali 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 ib 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. 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 101032015 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 vetlfy the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type city Ply �IVONOTRUSS T12272607 m11324 JB 11 1 �70'CarltcnElevl) - Job Reference (optional) Chalnbers Truss, Fort Pierce, FL 1-M 3x5 = 1.54V S Aug 17 Cut t Mi I ek industries, inc. MOn Oct 16 i m 4:44 2( / rage 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-z9N HFyO3pRDyci7YYoMo1 ojq EY393_u9JCr6js?yStOP 8-" 8-0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft 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 FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=161/Mechanical, 2=404/0-8-0, 4=70/Mechanical Max Horz2=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 2441190 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; 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 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MirEKREFERANCE PAGE MII--7473 rev. 10/03/2015 BEFORE USE.� Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individualbuilding component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and buss 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 70' Carlton Elev D T12272606 M11324 JA MONO TRUSS 2 7 Jab Reference o floral Chambers Truss, Fort Pierce, FL r.b4a s Aug 1 b zul t mi r ak muUsirles, me. Mon Vcz f o r --5 2- 1 ruge r I D:_kfiGCA6bx7j2Syl H DXFw7ye3KX-SLxfSl1 halLp2H71M37GLwNUsSX-jLPTRVrH PSySt00 1-0-0 1 2-4-3 3x4 = Scale = 1:8.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.00 7 >999 240 BCLL 0.0 " Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code F13C2014/TPi2007 (Matrix-M) Weight: 9 lb FT = 0% 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. 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=45fh 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 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. ®WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITek® connectors.lhis 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 j 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 T12272609 m11324 JB MONO TRUSS 2 1 �70'CarhonElevD Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-2-5 3x4 = 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:45 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 H DXFw7ye3KX-SLxfS11 halLp2H71M37GLwNHMSP6jLPTRVrHPSyStOO 5-5-11 5-5-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 Vert(LL) 0.06 4-7 >999 360 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 FBC2014ITP12007 (Matrix-M) 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=114(LC 10) Max Uplift3=-99(LC 10), 2=-222(LC 10), 4=-1(LC 10) Max Grav3=107(LC 1), 2=300(LC 1), 4=80(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale =1:12.9 PLATES GRIP MT20 244/190 Weight: 19 lb FT = 0% 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; 6=45ft; 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. 0 wARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MY-7473 rev, 1010312015 BEFORE USE. * Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and Is for an Individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPl1. Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East BNd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 ob russ Truss Type Qty Ply T12272610 ml 1324 JC MONO TRUSS 2 1 �70'CatftonElevl) Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:45 2017 Page 1 I D:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-SLxfSl1 halLp2H71M37GLwN UsSY-jLPTRVrHPSyStOO 1-0-0 11-1-4 Scale =1:6.3 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 5 >999 360 MT20 2441190 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 FBC2014ITP12007 (Matrix-M) Weight: 5lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 1-1-4 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=12/Mechanical, 2=115/0-8-0, 4=8/Mechanical Max Harz2=50(LC 10) 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 7 lb uplift at joint 3, 126 lb uplift at joint 2 and 3 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTe k' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI I Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Elev D T12272611 ml 1324 KJS MONO TRUSS 1 1 �70'Carfton Job Reference (optional) Chambers Truss, Fort Pierce, FL 1-5-0 3x4 = 7.640 s Aug 16 2017 MI I eK Inaustnes, Inc. Mon Uct 16 11:14:46 2U1 I Fage 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-wYV1fe2JK2TggRixwmeVt8wdusrDSoecfgbgxuyStON 3-11-0 7-0-2 i 3-11-0 3-1-2 2.83 F12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl 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(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (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 Horz2=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 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=501t eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 (pif) 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) ® WARNING- Verity design parameters and READ NOTES ON THIS AND INCLUDED Mr7EKREFERANCE PAGE MII-7473 rev. 10103,2015 BEFORE USE Design valid for use only with MITekrO connectors. This design Is based only upon parameters shown, and is for an individual binding 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 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 D T12272612 ml 1324 KJ8 MONO TRUSS 2 1 �70'CarltonElev Job Reference (optional) chambers I russ, Fen Yrerbe, FL r.otiv s Aug i o eu, r mi i nn u—buma, oiu. Dui, vu i Q 9 i. i 4.4v4v 1 , r.v. , ID:_kfiGCA6bx7j2Syl HDXFw7ye3KX-wYV1fe2JK2TggRixwmeVt8weGsr2SjYcf9bgxuyStON 1 1-5-0 ' 7-2-7 4-0-9 ' 3x4 = �y 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.20 TCDL 7.0 Lumber DOL 1.25 BC 0.22 BCLL 0.0 ' Rep Stress Incr NO WB 0.33 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=96/Mechanical, 2=479/0-11-5, 5=389/Mechanical Max Harz 2=178(LC 8) Max Uplift4=-94(LC 8), 2=-339(LC 8), 5=-213(LC 8) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) 0.05 6-9 >999 360 MT20 244/190 Vert(TL) -0.09 6-9 >999 240 Horz(TL) 0.01 5 n/a n/a Weight: 44 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-10= 826/510, 10-11— 806/492, 3-11= 776/448 BOT CHORD 2-13=-508/784, 13-14=-508/784, 6-14= 508/784, 6-15=-508f784, 5-15=-508/784 WEBS 3-6=0/270, 3-5=-859/557 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; 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 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 94 lb uplift at joint 4, 339 lb uplift at joint 2 and 213 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 38 lb down and 61 lb up at 2-11-0, 38 Ib down and 61 lb up at 2-11-0, 8 lb down and 106 lb up at 5-8-15, 8 lb down and 106 lb up at 5-8-15, and 42 lb down and 145 lb up at 8-6-14, and 42 lb down and 145 lb up at 8-6-14 on top chord, and 31 lb up at 2-11-0, 31 lb up at 2-11-0, 11 lb down and 31 lb up at 5-8-15, 11 lb down and 31 lb up at 5-8-15, and 31 lb down and 14 lb up at 8-6-14, and 31 lb down and 14 lb up at 8-6-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pif) Vert: 1-4=-54, 5-7=-20 Concentrated Loads (lb) Vert: 10=80(F=40, B=40) 11=-5(1` 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) 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE ter, Design valid for use only wlih MITek® connectors. This design is based only upon parameters shown, and Is for an individual building component not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTe k' is always required for stability and to prevent 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 Elev D T12272613 ml1324 KJA MONO TRUSS 2 1 �70'Carfton Job Reference (optional) Chambers Truss, Fort Pierce, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Mon Oct 16 11:14:47 2017 Page 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-Ok3PL_3x5MbXHbH7TU9kOLSgNGCZBEumupKNTKyStOM -1-2-9 6-0-4 1-2-9 6-0-4 Scale=1:13.9 3x4 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.02 4-7 >999 360 TCDL 7.0 Lumber DOL 1.25 BC 0.14 Vert(TL) -0.06 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=1 31 /Mechanical, 2=204/0-9-11, 4=57/Mechanical Max Horz 2=97(LC 8) Max Uplift3= 124(LC 8), 2=-159(LC 8) Max Grav3=135(LC 13), 2=204(LC 1), 4=93(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. 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; 13=45ft L=5011; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 3 and 159 lb uplift at joint 2. . 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, 13=27)-to-3=-81(F=-14, B— 14), 5=0(F=10, B=10)-to-4=-30(F=-5, B=-5) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEKREFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE Design valid for use only with MiTek® connectors. This design Is based oNy upon parameters shown, and Is for an Individual building component, not � a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek IS always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee. Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply ml 1324 KJB MONO TRUSS 2 7 =C.Ift..DT12272614 (optional) Chambers Truss, Fort Pierce, FL 7.640 S AUg 16 zul t Mi I eK industries, Inc. Mon uct 16 11 nc4t zul r rage 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX-Ok3Pt_3x5MbXHbH7TU9kQLSrdGDRBEumupKNTKyStOM -1-2-9 4-11-9 1-2-9 4-11-9 Scale: V=1' 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.01 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.02 4-7 >999 240 BCLL - 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 17lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-11-9 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS, (lb/size) 3=90/Mechanical, 2=161/0-9-11, 4=40/Mechanical Max Harz 2=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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=12ft; B=45ft L=50ft eave=6ft Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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,'B=27)-to-3=-67(F=-7, B_ 7), 5=0(F=10, 13=10)-to-4=-25(F= 2, B=-2) Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev, 1010312015 BEFORE USE ' Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricatlom storage, delivery, erection and bracing of trusses and tniss systems, seeANSi/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type City Ply 70' Carlton Elev D T12272615 ml1324 MV2 VALLEY 1 1 Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 t.54U S Aug 16 zui / MI I eK Indusirles, Inc. Mon Vat 16 I iA4A6 2017 raya 1 ID:_kfiGCA6bx7j2Sy1HDXFw7ye3KX-swco4J3ZsgkOvlsJ1BgzzZ?1Agacwh8v7T4x?nyStOL 4.00 12 Scale =1:6.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.02 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 5 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=41/2-0-0, 2=30/2-0-0, 3=11/2-0-0 Max Horz 1=21(LC 10) Max Upiiftl=-20(LC 10), 2=-30(LC 10) Max Grav 1=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.Opsf; h=12ft; B=45ft; L=50ft; eave=6ft; Cat. Il; 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 20.0psf 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. 5) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 20 lb uplift at joint 1 and 30 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 0 WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-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 MOW Is always required for stability and io prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erectlon 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 ob Truss Truss Type city Ply D T12272616 m11324 MV4 VALLEY 1 i �70'Cawftonlilev Job Reference (optional) Chambers Truss, Fort Pierce, FL 3x4 4.M r.b4u s Hug i b zui r mi i ex inausmes, inc. Mon Oci i o i i s i4;4o zv i i rage i I D:_kfiGCA6bx7j2Syl HDXFw7ye3KX-swco4J3ZsgkOvlsJ 1 BgzzZ?yOgYlwh8v7T4)OnyStOL LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TOLL 20.0 Plate Grip DOL 1.25 TO 0.37 Vert(LL) r1/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 FBC2014/TP12007 (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 2441190 Weight: 12 lb FT = 0% Structural wood sheathing directly applied or 4-0-0 oc puriins, except end verticals. 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=50fh 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) 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 ail 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. Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 101012015 BEFORE USE. " Design valid for use only with MITeM connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek" Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPI1 Quality Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 14-1 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ff-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-1/1 brr .For 4 x 2 orientation, locate plates 0-111b" 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. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 2 TOP CHORDS 5 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 0 c O U 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 A 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/TPI 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 comber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, 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.