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Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTe',ke RE: 1853890 - MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: Haag Project Name: 1853890 Model: Garage Tampa, FL 33610-4115 Lot/Block: 6789 Subdivision: _ Address: 6789 S Indian River Drive, _ City: Fort Pierce State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License M Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 Wind Speed: 200 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 10 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T17703017 A 7/26/19 2 T17703018 AH7 7/26/19 3 T17703019 AH9 7/26/19 4 T17703020 AH11 7/26/19 5 T17703021 AH13 7/26/19 6 T17703022 CA 7/26/19 7 T17703023 CJ3 7/26/19 8 T17703024 CJ5 7/26/19 9 T17703025 ER 7/26/19 10 T17703026 FIR 7/26/19 KR P DRAWING SUBMITTAL REVIEW ROVED APPROVED AS NOTED ISE AND RESUBMIT ❑ REJECTED SUBMITTAL WAS REVIEWED FOR DESIGN CONFORMITYAND GENERAL CONFORMANCE TO CONTRACT DOCUMENTS CONLY. THE IS RESPONSIBLE ONFIRMING ANDNACTOR CORRRELATING DIMENSIONS AT JOBSIOTE FOR TOLERANCE, STRUC CLEARANCE, QUANTITIES, FABRICATION PROCESSES AND TECHNIQUES OF C TION, coo A N OF HIS WORK WITH OTH ENRSDES AND FUL I NCE WITH CONTR,yAC O By: Dater Architecto is I c. Fort Pierce, FL 34950 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Builders FirstSource - Plant City. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2021. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdictions) 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 or TRENCO. Any project specific information included is for MiTek's or TRENCO's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek or TRENCO 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. No' fi8'182 - 1, ;STATE. OF w, le%z PE No.68182 A; Inc. FL Cert'6634 41W.BW.,7ampa FL 33610 July 26,2019 Velez, Joaquin 1 of 1 Job Truss Truss Type Qty Ply T17703017 1853890 A ATTIC 24 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jun 8 2019 MITek Industries, Inc. Fri Jul 26 07:15:27 2019 Page 1 ID:oKBEOcagl6hr4sGHV1oR9nyvTBg j9oQ4aOcmpG1 WXOb5EV7dQPpvZTurLE5kUChadyuGQU 150-0 17-3.8 -2-0.0 SS2 10-9-12 12-8-8 13-11-8i 16.0.1q 112-4 24$14 30.0.0 32- -0 2-0.0 SS2 64-10 1-10.12 1-2-14 I�0.10 1-2-14 1-10-12 54-10 SS2 2-0.0 1-0.10 Scale = 1:55.9 4x6 = 5.00 12 6x8 = 7 I I� 3x8 = 3x8 = 5x6 4x4 = 4x4 = 5x6 5-5-2 10-9-12 19-2-4 24-0-14 30-0-0 5-5-2 5.4-10 8-4-8 5-0 10 5-5-2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.69 Vert(LL) -0.33 15.16 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.56 Vert(CT) -0.57 15-16 >628 180 BCLL 0.0 Rep Stress Incr NO WB 0.88 Horz(CT) 0.07 12 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Attic -0.15 15-16 661' 360 Weight: 192 lb FT = 20% LUMBER - TOP CHORD 2x6 SP M 26 -Except• 1-4,10-13: 2x6 SP No.2 BOT CHORD 2x6 SP M 26 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1709/D-8-0, 12=1709/0-8-0 Max Horz 2=256(LC 9) Max Uplift 2=678(LC 10), 12=678(LC 10) Max Grav 2=1921(LC 16), 12=1921(LC 17) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-8 FORCES. (lb) -Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3 4018/1829, 3-5=-3332/1447, 5-6=2830/1421, 6-7=214/1119, 7-8=-214/1119, 8-9=-2829/1421,9-11=3332/1447,11-12=-4021/1829 BOT CHORD 2-16=1428/3864, 15-16=914/3000, 12-15=1428/3675 WEBS 9-15=149/928, 5-16=149/927, 6-8=-4142/1776, 3-16=926/551, 11-15=929/551 NOTES- i 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=200mph (3-second gust) Vasd=155mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-1 to 1-0-10, Interior(1) 1-0-10 to 12-0-0, Exterior(2) 12-0-0 to 18-0-0, Interior(1) 18-0-0 to 28-11-6, Extedor(2) 28-11-6 to 32-1-1 zone; end vertical left and right exposed;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 for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Ceiling dead load (5.0 psf) on member(s). 5-6, 8-9, 6-8; Wall dead load (5.0psf) on member(s).9-15, 5-16 6) Bottom chord live load (40.0 psf) and additional bottom chord dead load (5.0 psf) applied only to room. 15-16 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 678 lb uplift at joint 2 and 678 lb uplift at joint 12. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=70, 5-6=80, 6-7=70, 7-8=70, 8-9=80, 9-13=-70, 16-18=20, 15-16=-50, 15-21=-20, 6-8=-10 Drag: 9-15=10, 5-16=-10 Joaquin Velez PE'No.68182:, MITek USA, Inc. FL Cert 6634.., "6994 ParTce East.8lvd Tampa FC:$3610 Oate: . July 26,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11111.7473 rev. 10/0 OIS BEFORE USE Design valid for use only with Mrrek® connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not �- a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek. Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS4TP/1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type City Ply LbT17703018 185389D AH7 HIP GIRDER 2 1 Reference (optional) oumers mrst bource, mant laty, rL - 3200b, -2-0-0 3E-0 7-0-0 • 2-0.0 380 3.6-0 5x6 = 5.00 12 3 o.z,+u s dun o LV 1y IVII I arc inuubtrles, inc. r❑ jui zo of ao:JL Lu iv rage 1 ihr4sGHV1 oR9nyvTBgA6cJ7141bLuKdlvYun4AKT6jDaAP Wo9gtmvSFryuGOP 23-0-0 1 26-0-0 1 30-M , 32-0-0 , 8-0-0 7x10 = 17 18 19 4 20 21 22 5x8 = 5 -- 23 24 2b 20 2f26 4x8 = 7x8 = 7x14 MT20HS = 7x8 = 4x8 — Scale=1:56.0 7 0-0 15-0-0 23-0-0 30-0-0 7-0 0 8-0 0 8-0-0 740-0 Plate Offsets (X,Y)— [2:0-1-1,Edge], [3:0-3-0,0-3-4], [5:0-3-0,0-3-4], [6:0-1-1,Edge], [6:0-3-8,0-3-8), [9:0-7-0,0-4-8), [10:D-3-8,0-3-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.36 9 >986 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.67 9 >629 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.90 Horz(CT) 0.14 6 file n/a BCDL 10.0 Code FBC2017ITP12014 Matrix-MSH Weight: 189 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-9-13 oc purlins. 3-5: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or 5-6-6 oc bracing. BOT CHORD 2x6 SP M 26 WEBS 1 Row at midpt 4-10. 4-8 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2741/0-8-0, 6=2741/0-B-0 Max Horz 2=137(LC 7) Max Uplift 2=-1327(LC 8), 6=1327(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5965/2608, 3-4=-5500/2487, 4-5=5500/2487, 5-6=5965/2608 BOT CHORD 2-10=-2227/5432, 9-10=-3237/7654, 8-9=-3237/7654, 6-8=2227/5432 WEBS 3-10=-355/1423, 4-10=2387/1061, 4-8=-2387/1061, 5-8=355/1423, 4-9=0/670 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=30ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. • 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. A ' 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 1327 lb uplift at joint 2 and 1327 lb uplift at joint 6. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 281 lb down and 389 lb up at 7-0-0, 142 lb down and 192 lb up at 9-0-12, 142 lb down and 192 lb up at 11-0-12, 142 lb down and 192 lb up at 13-0-12, 142 lb down and 192 lb up at 15-0-0, 142 lb down and 192 lb up at 16-11-4, 142 lb down and 192 lb up at 18-11-4, and 142 lb -down and 192 lb up at 20-11-4, and 281 lb down and 389 lb up at 23-0-0 on top chord, and 341 lb down and 98 lb up at 7-0-0, 87 lb down at 9-0-12, 87 lb down at 11-13-12, 87 Ib down at 13-0-12, 87 lb down at 15-0-0, 87 lb down at 16-11-4. 87 lb down at 18-11-4, and 87 lb down at 20-11-4, and 341 lb down and 98 lb up at 22-11-4 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). LOADCASE(S) Standard Joaquu Velez PENo.68182 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) M7ek USA InerFL Cent 6634; , Vert: 1-3=70, 3-5=70, 5-7=70, 11-14=20 0114 Parke East Blvd. Tampa FL;33610' .Date: July 26,2019 Continued on Daae 2 ®WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® 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 WOW T building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IYI� iQ'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 oftrosses and truss systems, see ANSIITP11 Quality Crfteda, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. SafetylMormadon available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply ' T17703018 1853890 AH7 HIP GIRDER 2 1 Job Reference (optional) tiulaers rlrst source, Irlant t:ity, rL - azbtiti, ts.24u s dun s zu1 B Mi I eK Inoustnes, Inc. i-n Jul zb uf:1 b:sz Zulu rage 2 ID:oKBE0rag16hr4sGHV1 oR9hyvTBg46cJ714lbLuKdlvYun4AKT6jDaAPWb9gtmvSFryuGQ P LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=234(121) 5=234(B) 10=308(B) 8=-308(B) 4=-142(B) 9=59(B) 17=142(13) 18=142(B) 19=142(B) 20=142(B) 21=142(B) 22=142(B) 23=59(B) 24=59(B) 25=59(B) 26=59(B) 27=59(B) 28=59(B) 0 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mi rek® 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 A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 1 V IiTek• 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 oftrusses and truss systems, we ANSVTP/1 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 36610 V Job Truss Truss Type Qty Ply T17703019 1853890 AH9 Hip 2 1 Job Reference (optional) Builders First Source, Plant city, FL - 32b55, 8.24U s Jun 8 2U19 MI I eK InOUstries, Inc. Fn JUI 26 U7:15:33 2Ul9 Pagel ID:oKBE0cagl6hr4sGHV1 oR9nyvTBg-YJAhKd5NMfOBFSUkSVbPthft9zW5FDYz6Qf?oHyuGQO -2-0-0 9.0.0 15-0-0 21-M 30-0-0 32-M 2 0 0 9-0-0 6-0-0 6.0-0 9.0.0 2-0-0 Scale = 1:56.0 6x6 = 3x4 = 6x8 = r.— 3 18 19 4 20 21 5 3x4 = 4x6 = 3x4 = 3x6 = 3x6 = 3x4 = 3x4 = LOADING (psD SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.51 Vert(LL) 0.13 8-16 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.25 8-16 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.25 Horz(CT) 0.07 6 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -AS Weight: 182 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1496/0-8-0, 6=1496/0-8-0 Max Horz 2=167(LC 9) Max Uplift 2=-738(LC 10), 6=738(1_C 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2527/1963, 3-4=2439/2015, 4-5=2439/2015, 5-6=2527/1963 BOT CHORD 2-10=1481/2264, 8-10=1775/2645, 6-8=1481/2264 WEBS 3-10=146/500, 4-10=399/314, 4-8=399/314, 5-8=146/500 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-1 to 1-0-10, Interior(1) 1-0-10 to 4-9-1, Extedor(2) 4-9-1 to 13-2-15, Interior(1) 13-2-15 to 16-9-1, Extedor(2) 16-9-1 to 25-2-15, Interior(1) 25-2-15 to 28-11-6, Extedor(2) 28-11-6 to 32-1-1 zone; end vertical left and right exposed;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) 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 738 lb uplift at joint 2 and 738 lb uplift at joint 6. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. in A I� JoaquikUelez P.E N6:68182 MITek:USA Inc-FL'Cert6634 6904 Parke East Bji d.:Tampa F.L:33810' Dater . July 26,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111I1-7473 rev. 1010312015 BEFORE USE. ` Design valid for use only with MTek® 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, see ANSLOTP/f Quallfy Cdteds, DSB49 and BCS/ Building Component 6gD4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Sulte 312, Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Truss Type Qty Ply T17703020 1853890 Hip 2 1 J b Reference (optional) Builders First Source, Plant City, FL - 32556, 8.240 s Junl 8 2019 MITek Industries, Inc. Fn Jul 26 07:15:29 2019 Page 1 ID:oKBEOcagl6hr4sGHV1 oR9nyvTBg-fYwAVG2tlQWImrAzDfATjrUCAM87JN_NBohofwyuGQS 2-0 0 5 9 9 11-M 19-0-0 24-2-7 30 0 0 32-0-0 2-0-0 5-9-9 5-2-6 8-0-0 '5-2-7 5-9-10 2-0-0 - Scale = 1:56.0 6x8 = 5x8 = 4 19 20 5 3x8 = 3x8 = 4x6 = 3x4 = 3x8 = LOADING (pso TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.45 BC 0.58 WB 0.35 Matrix -AS DEFL. in Vert(LL) 0.13 Vert(CT) -0.24 Horz(CT) 0.07 (loc) Vdefl Lid 9-11 >999 240 9-17 >999 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 198 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5-11 REACTIONS. (lb/size) 2=1496/0-8-0, 7=1496/0-8-0 Max Horz 2=197(LC 9) Max Uplift 2=738(1_C 10), 7=738(1_C 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2742/2134, 3-4=2301/1837, 4-5=2075/1820, 5-6=2300/1838, 6-7=2742/2134 BOT CHORD 2-11 =1 695/2499, 9-11 =1 286/2073, 7-9=1695/2500 WEBS 3-11=-537/447, 4-11=-77/481, 5-9=77/481, 6-9=-538/445 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=200mph (3-second gust) Vasd=155mph; TCDL=4.2psf; BCDL=5.0psf; h=15ft; B=45ft; L=30ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-1 to 1-0-10, Interior(1) 1-0-10 to 6-9-1, Exterior(2) 6-9-1 to 23-2-15, Interior(1) 23-2-15 to28-11-6, Exterior(2) 28-11-6 to 32-1-1 zone; end vertical left and right exposed;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) 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 738 Ib uplift at joint 2 and 738 lb uplift at joint 7. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE fJo.68182. i MiTek USA, Inc ,FL'Cert 6634 .. _ 5964,Parka 6stB)vd.TampaF,L;33610` sDate:' July 26,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI?P/t Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 `4 rt Job Truss Truss Type Qty Ply T17703021 1853890 AH13 Hip 2 1 Job Reference (optional) Builders First Source, Plant tatty, FL - 32bbtj, 0.z4U s Jun o ZU-i a mi rex rnUuse rob, mu. n i Jw co Ur. w.oU a 1. ray' ' ID:oKBEOcag16hr4sGHV1 oR9nyvTBg-7kUYic3V3kecO?19mM2iF21 NimTA2ojXQSQLByyuGQR 2-0-0 5-910 13-0-0 17-0-0 24-2-6 30-0-0 32-0-0 2-0-0 5-9 10 7-2-6 440-0 7-2 6 5 9 10 Scale = 1:57.0 7x8 = 6x8 = ' S.00 12 4 5 3x8 = 4x6 = 3x4 = 3x8 = 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) 0.13 9-11 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.25 9-17 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.45 Horz(CT) 0.07 7 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 200 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1496/0-8-0, 7=1496/0-8-0 Max Horz 2=227(LC 8) Max Uplift 2=-738(LC 10), 7=738(1_C 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2777/2078, 3-4=2244/1688, 4-5=1822/1636, 5-6=2222/1675, 6-7=2775/2079 BOT CHORD 2-11 =1 654/2572, 9-11=104011822, 7-9=1654/2538 WEBS 3-11=667/613, 4-11 =1 68/540, 5-9=1591537, 6-9=-684/620 NOTES- ,1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-1-1 to 1-0-10, Interior(1) 1-0-10 to 8-9-1, Exterior(2) 8-9-1 to 21-2-15, Interior(1) 21-2-15 to 28-11-6, Exterior(2) 28-11-6 to 32-1-1 zone; end vertical left and right exposed;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) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 738 lb uplift at joint 2 and 738 lb uplift at joint 7. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PtNo.68182:. MiTsk USA, Inc: FL Cert6634.. 15904 Parkefast Bivd.Sampa F.L:33610` Date:' July 26,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ° Design valid for use only with Wake connectors. This design Is based only upon parameters shown, and is for an individual building component not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTpr'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, see ANSVTP/1 Quality Criteria, DSB-89 and BCS/Building Component 6904 Parke East Blvd. SaIW Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T17703022 1853890 CA Jack -Open 8 1 Job Reference (optional) bunaers First source, plant Dlry, hL - sZbbb, t1.z4u s run n zui a mi I eK inaustnes, Inc. rn rul Zb urI b:ab Zu1 a rage i ID:oKBE0cagl6hr4sGHV1 oR9nyvTBg-UhHRIJ6etGGvUmd7Zvety6kH WnlgIA?GZk86sAyuGQM -2-0-0 1-0-0 2-0-0 1-0-0 K 1 it Scale =1:9.1 - d 0 Plate Offsets (X,Y)— [2:0-6-10,0-0-12] LOADING (psf) SPACING. 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.11 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-66/Mechanical, 2=345/0-8-0, 4=-44/Mechanical Max Horz 2=99(LC 10) Max Uplift 3=66(LC 1), 2=371(LC 10), 4=-44(LC 1) Max Grav 3=103(LC 10). 2=345(LC 1), 4=67(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. Il; Exp B; Encl., GCpj=0.18; MWFRS (directional) and C-C Exterior(2) zone; end vertical left and right exposed;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 66 lb uplift at joint 3, 371 lb uplift at joint 2 and 44 lb uplift at joint 4. Joaquinlelaz'PE Noi613182 MiTakU.SA',jil 4Colt6634;:.,. �864 Parke East.Blvtl, Tampa Ft;33610 Date; July 26,2019 WARNING - Verdy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid far use only with MTek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not . a truss system. Before use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP/1 Ouaft Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 ,, J Job Truss Truss Type Qty Ply T17703023 1853890 CJ3 Jack -Open 8 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jun B 2019 MiTeK Industries, Inc. Fri Jul 26 07:15:36 2019 Page 1 ID:oKBEOcagl6hr4sGHV1 oR9nyvTBg-yurgzf7Gea016wCJ7d96VJHSGBfvScFPoOtgOcyuGQL i -2-M i 3-0.0 2-M 3-0-0 Scale = 1:13.3 3 1 Plate Offsets (X,Y)— [2:0-0-2,Edge) LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 file n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=63/Mechanical, 2=330/0-8-0, 4=17/Mechanical Max Horz 2=145(LC 10) Max Uplift 3=36(1_C 7), 2=269(LC 10) Max Grav 3=71(LC 15), 2=330(LC 1), 4=39(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; end vertical left and right exposed;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 36 lb uplift at joint 3 and 269 lb uplift at joint 2. Jeati6in Velez PE NoA182:. MiTek USA, l66,FL Lett-663+1 69D4 Parke East Blvd, Tampa F,L-33610' a)ate' July 26,2019 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll•7473 rev. 1010312015 BEFORE USE. " Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabdcation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPH Quality Criterfe, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Saferylnformat/on available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty PIy T17703024 1853690 CJS Jack -Open 8 1 Job Reference (optional) nuaoers first bource, viani city, rL - szbbb, t1.24u s Jun b zui a om I eK inaustries, Inc. I•n Jul zts u(:1 b:3t12u1 V rage 1 ID:oKBEOcagl6hr4sGHV1 oR9nyvTBg-uGzaOL9WABeTLDMiE2BaakMoq—JawWIiGiMmTVyuGQJ f all lil LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.02 4-7 >949 240 TCDL 15.0 Lumber DOL 1.25 BC 0.17 Vert(CT) -0.03 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -AS LUMBER - TOP CHORD 2x6 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=150/Mechanical, 2=399/0-8-0, 4=42/Mechanical Max Horz 2=192(LC 10) Max Uplift 3=99(LC 10), 2=270(LC 10) Max Grav 3=158(LC 15), 2=399(LC 1), 4=75(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 3 Scale = 1:17.4 PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Wind: ASCE 7-10; Vult=200mph (3-second gust) Vasd=155mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; end vertical left and right exposed;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 99 lb uplift at joint 3 and 270 lb uplift at joint 2. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaqum Velez PE No68182; MITek:tISA; Iric. FLCert;8634 6964 Parke East.Blvd. Tampa FL.33610 ` Datei July 26,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 BEFORE USE. ' Design valid for use only with MTek® 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 MITP'rK• 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, see ANSI/TPI1 Quality Criteria, DSB-89 and BCS/ Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T17703025 1853890 EJ7 Jack -Open 18 1 Job Reference (optional) Builders First Source, Plant City, FL - 32566, 8.240 s Jun 8 2019 Mi fek Industries, Inc. Fri Jul 26 07:15:39 2019 Page 1 ID:oKBEOcagl6hr4sGHV 1 oR9nyvTBg-MTXybhABxVmKzNxuolip7yvxDOejfz7sUM6K?xyuGQl 74).0 2 0 0 7-0.0 Scale = 1:21.3 7-0-0 Plate Offsets (X,Y)— [2:0-4-510-0-10) LOADING (psf) I SPACING- 2-0-0 CSI. DEFL. in floc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.07 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=204/Mechanical, 2=480/0-8-0, 4=86/Mechanical Max Horz 2=239(LC 10) Max Uplift 3=-148(LC 10), 2=290(LC 10) Max Grav 3=211(LC 15), 2=480(LC 1), 4=127(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=200mph (3-second gust) Vasd=155mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=241t; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-1-1 to 1-0-10, Interior(1) 1-0-10 to 2-8-5, Extedor(2) 2-8-5 to 6-11-4 zone; end vertical left and right exposed;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 148 lb uplift at joint 3 and 290 lb uplift at joint 2. _ 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Joaquin Velez PE No;88182 MiTek USA, Inc Ft'.Cert6634h 69Q4.Railte,East,Blvd.:,Tempa fL;33810" .Oatei . July 26,2019 ®WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mrrek® 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 Mew 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, see ANSVMI1 Qualify Cdteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SarefyiMormation available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply T17703026 185389D HJ7 Diagonal Hip Girder 4 1 Job Reference (optional) tiumers t-irst bource, Nlant city, rL - szbee, 2-9-15 3.54 12 o.zqu s dun a 2ul`J MI I eK Inaustnes, Inc. rn dui zo u/:-Io:4u zu ra rage -I ID:oKBEOcagl6hr4sGHV1 oR9nyvTBg-rf5Kol AmiouBaXW4MTD2f9S?yov4OQE?jOrtXNyuGQH 8 9 3 Scale = 1:23.4 2 } ST1.5x8 1 1 A' 10 11 s � - 4x4 = 4 9-0-0 9-10-1 9-0 0 Plate Offsets (X Y)— t2:0-6-6 0-D-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.80 Vert(LL) 0.13 4-7 >881 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.24 4-7 >490 180 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Weight: 54 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=325/Mechanical, 2=515/0-8-0, 4=143/Mechanical Max Horz 2=237(LC 8) Max Uplift 3=-242(LC 8), 2=524(LC 8) Max Grav 3=325(LC 1), 2=515(LC 1), 4=212(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=200mph (3-second gust) Vasd=155mph; TCDL=4.2psf; BCDL=5.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. ll; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-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 242 lb uplift at joint 3 and 524 lb uplift at joint 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 lb up at 1-4-15, 119 ilb up at 1-4-15, 4 lb down and 58 lb up at 4-2-15, 4 lb down and 58 lb up at 4-2-15, and 43 lb down and 129 lb up at 7-D-14, and 43 lb down and 129 lb up at 7-0-14 on top chord, and 72 lb up at 1-4-15, 72 lb up at 1-4-15, 4 lb up at 4-2-15, 4 lb up at 4-2-15, and 32 lb down at 7-0-14, and 32 lb down at 7-0-14 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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: 1-3=70, 4-5=20 Concentrated Loads (lb) Vert: 6=122(F=61, B=61) 7=99(F=49, B=49) 9=85(F=-43, B=-43) 10=9(F=4, B=4) 11=45(F=22, B=22) Joaquin Velez PE` 6.68182: MTek USA; Inc. -FL Certb634,r 6964:parke East Blvd. Tamp4F.L;3301.0 Date: July 26,2019 ®WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 Qua/Hy 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 36610 ,. Symbols PLATE LOCATION AND ORIENTATION 14-1 3j4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-r1fi r &a For 4 x 2 orientation, locate plates 0- Vid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 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. BEARING 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. 0 of O 2 U a. 0 I— Numbering System 6-4-8 dimensions shown In ft-insixteenths (Drawings not to scale) 2 3 TOP CHORDS 8 7 6 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 [CC -ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 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: MII-7473 rev. 10/03/2015 General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See SCSI. 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 ANSIITPI 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 camber 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 ANSIrrPI 1 Quality Criteria.