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HomeMy WebLinkAboutTRUSS PAPERWORKMllllll, RE: M11323 M11323 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Model: M11323 Address: N/A City: PORT ST LUCIE Subdivision: State: FL MITek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 SCANNED BY St. LurIPCOOntV General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017ITP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date 1 T16686477 a 4/3/2019 2 T16686478 a5 4/3/2019 3 T16686479 a6 4/3/2019 4 T16686480 a7 4/3/2019 5 T16686481 a8 4/3/2019 6 T16686482 a9 4/3/2019 7 T16686483 gra 4/3/2019 8 T16686484 grb 4/3/2019 9 T16686485 j2 4/3/2019 10 T16686486 j4 4/3/2019 11 T16686487 j6 4/3/2019 12 T16686488 j8 4/3/2019 13 T16686489 kj8 4/3/2019 r 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: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the judsdiction(s) identified and that the designs comply with ANSVTPI 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 customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently vedfied.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. -••g11r P•'-. Water P. Erin PE No.22839 Mfrek USA, Inc. R. Carl 6634 M. Parke East BNC. Tampa R.33610 April 03, 2019 1 of 1 Finn, Walter r Truss Truss Type Oty Ply M11323 - T16666477 [Obj 23 A COMMON 9 7 Jab Reference o tional cnampers i was, Inc., ran rrerce, rL O.zrus yea o cu io mu In. muwures, am. venue r a ru. ir.w cvm 4.00 12 4x5 = 27 Scale = 1:57.8 1 t2 1d 17 15 14 '- 12 3.6 = 2.3 11 46 — 3x8 = 3.8 = 4x6 = 2x3 II 3x8 = LOADING (psi SPACING- 2-0-0 CSI. DEFL. in (loc) Vdetl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.32 14-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.58 Ved(CT) -0.61 14-15 >670 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.65 Horz(CT) 0.12 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 163 lb Fr=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc pudins. BOT CHO_ RD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 10=1362/0-e-0 Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10). 10=-832(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -Aft forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3419/2395, 3-5=-2771/2031, 55=-2770/2152, 6-7=.2770/2152, 7-9=-2771/2031, 9-10=-3419/2395 BOT CHORD 2-17=-2132/3213, 15-17=-2132/3213, 14-15=-1269/2000, 12-14=-2132/3213, 10-12= 2132/3213 WEBS 6-14=-635/983, 7-14=-313/362, 9-14=-689/499, 6-15=535/983, 5-15=-313/362, 3-15=-689/499 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu1t=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 20-4-13, Interior(1) 20-0-13 to 31-7.3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp 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 20.0psf on the bottom chord in all areas where a rectangle 35-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= 10.0ps1. - 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=832,10=832. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 50 lb down and 47 Ib up at 15-0-0, and 50 lb down and 47 lb up at 19-0-0 on top 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: 1-6— 54, 6-11=54, 18-21=-20 Concentrated Loads (lb) Vert: 26=-50(F) 27=-50(F) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 663E 699E Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNING-VeUNdeslgnP remefers=d READNOTES ON ru SANDWCLUDEDMREKREFERANCEPAGEMx7v3mre 1W0.YTo15 BEFORE USE. Design valid for use only with MRek® connectors. This design 6 based only upon parameters Mor m, and Is for on Indmi bullding component, not ��• a hiss system. Before use. the bustling designer must verify the appllcabOiN of design parameters and properly Incorporate this design Into the overall bulldIng tlesign. Bracing indicated Is buckling IndNicuol teas web and/or chord members only.. Additional temporary and bracing MOW to prevent of permanent Is always required for stability and to prevent collapse with possible personal nJury and property damage. For general guidance regarding the fobdcanon. storage, delivery, erection and bracing of busses and truss systems, seeANSVIPIt Quality CMerlo, DSE-09 and BCSI bultlhp Component 69M Parke East Blvd. Safety InformatbMvoiioble from Truss Plots Institute. 218 N. We Sheet. Suite 312. Alexandria VA 22314. Tampa, FL 33610 Job , Truss Tral Type Oty Ply T76686478 M11323 AS SPECIAL 9 1 �M11323 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310:14:10 2019 Page 1 ID:2GIScwwyY5hnGhXVARzUkuyuFUM-CalvAaBntWsr5NB1 APbyNYM7kNdYlrg8dPaM7zusgx r1-0- 7.8.5 10-fi-4 17-0-0 20-4.8 26.4.0 10-0 35_0-Q OO-O 7-8-5 2-9-15 fi-5.12 3-48 I 5-1-8 i 7-8-0 V Scale=1:59.8 5x8MT1BHS II 4.00 12 b 13 12 5x12 = 2.3 11 axis = 3x12 = 2.00 F1T 12 6 20-4.8 2fi-4-0 2 --a 10.6-4 9.10.4 5-11-8 NO0 Plate Offsets (X Y)- 12'0-1-15 Edgel 14.0-3-0Edae] [10:0-0-6 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.76 14 >539 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.1813-14 >344 240 MT10HS 244/190 SCLL 0.0 ' Rep Stress Incr YES WE 0.60 Hom(CT) 0.36 10 Na n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 1551b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1312/0-8-0, 10=131210-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=803(LC 10), 10=803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 1-7-8 oc punins. BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 1 Row at midpt 6-14 FORCES. (Ib) - Max. CompJMax. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3- 5529/3776, 3-5=-5164/3538, 5-6=-5209/3667, 6-7=-2424/1902, 7-9=-2462/1813, 9-10=-3195/2210 BOT CHORD 2-14=-3466/5266, 13-14=-1305/2115, 12-13=-1948/2995, 10-12=G948/2995 WEBS 3-14- 355/314, 5-14=.293/354, 6-14=-2175/3326,6-13=-279/534, 7-13=-237/277, 91 9-12=0/269 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.Opst h=14ft; B=52ft; L=34ft; eave=6R; Cat. e II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 13-7-3, Extenor(2) 13-7-3 to 20-6-4, Interior(1) 20-6-4 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. - 5) ' This truss has been designed for a live load of 20.Opst 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) Bearing at joints) 2 considers parallel to grain value using ANSVrPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) except Qt=lb) 2=803, 10=803. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WABNWG-Vadryd4slgaP..4 f...dBEAD NOTES ON THEANDINCLUDEDMITEKBEFEBANCEPAGEM67473.. fsla'WiSBEFOBE USE Design valid forum oNywim MRek0 connectors. This design Is based only upon parameters shown, and b for on individual bullding component, not a truss system. Before use, the bustling designer must verity the applicability of design parameters antl properly Incorporate this design Into the overall bulldingdedgn. Bracing Indicated Is to buckling of Individual tun web and/or chord members only. Addifionaitemporaryandpermonentbracing MiTek' prevent a always required for stability and to prevent collapse wit, possible personal Injury and property damage. For general guidance regarding the fobdca6on, storage, delivery, erection and bracing of musses and bun systems, meANSVIPII Duality CMedo, g5349 and 6CSI IsAdbp Component 6904 Parke East Blvd. Safety mfonnallonavaaable from Truss Plate Institute. 218 N. Lee Street Suite 312. Alexandd¢ VA 22314. Tampa, FL 33610 Truss Type Cry Ply M71323 T16686479 r�olb­ JTruss 1323 AS SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:11 2U19 Scale = 1:61.9 6x10 MT18HS= 4.00 12 5x6 = 5 6 5xB= 2x3 II 3x6 3,02 = 2.00 12 LOADING (psi) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Gdp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/rP12014 CSI. TC 0.81 BC 0.93 WB 0.66 Matrix -MS DEFL. in (loc) Well L/d Ved(CL) 0.69 14 >590 360 Vert(CT) -0.92 14-17 >443 240 Hom(CT) 0.34 9 nda n1a PLATES MT20 MT16HS Weight: 1571b GRIP 244/190 244/190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purling. 3-5,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOTCHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except* 5-14: 2x4.SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Horz 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5491/3336,4-5— 5095/3071,5-6=-2314/1551,6-8=-2398/1533, e-9=-3199/1981 BOT CHORD 2-14=-3040/5224,13-14=-1195/2361,12-13=-1123/2l99,ll-12=-1731/3001, 9-11=-1731/3001 WEBS 4-14=-492/513, 5-14=-1707/2959, 5-13=-405/196,6-13=-179/522,8-12=-893/660, ' 8-11=01303 NOTES- 1) Unbalanced roof live loads have been considered for this design. r2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14R; B=52ft; L=34f1; eave=6f ; Cat. II; Exa C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Extedor(2) 31-7.3 to 35-0-0.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 psi bottom chord live load nonconcurent 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) 2 considers parallel to grain value using ANSVrPI 1 angle to grin 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=803, 9=803. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cad 663E 6904 Parke East Blvd Tampa FL 33610 Date: April 3,2019 QWARNING- Ventydestrnpemmetersend REAONOTES ON TN@ANO INCLUDED NnEKREFERANCEPAGEAU7Mrev. 1093,20159EFORE USE Design valid for use only with Mrek® connectors. This design Is based only upon perometers shown, and Is for an Individual burding component, not a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design Into the overall buldingdedgn. BracingindicatetlbtopreventbucklingoflncMdualMID;weband/orchordmembersonly.Addiflonaltemporaryandpermonentbracing Welk' Is always required for stability and to prevent collapse with possible personol injury and property damage. For general guidance regarding the fabrication, storage, delivery. erectlon and bracing of trusses and hues systems, seeANSI/1PIt Quality CrBeM. DSt449 and 1101 BuldMp Component 69N Parke East Blvd. Tampa, FL 33610 Solely Informationavaroble from Truss Rate Institute. 218 N. Lee Street, Suite 312, Alexandra. VA 22314. Job Tess Truss Type Oty Ply Ml 1323 T16686480 M11323 A7 SPECIAL 1 1 Job Reference (optional) I russ, hip., Fort Pierce, FL 8.240 s Dec 6 2018 MTek Industries, Inc. Wed Apr 3 10:14:12 2019 Scale = 1:60.8 5x8 = 4 nnF1_9 5x6 = 3x12 = 2.00 Sx12 = 2x3 II 3x6 = 12 10.6-4 14.0.0 20-48 25- 11.15 34-0-0 iP6.4 I %f I 6-0.8 5-7-7 Plate Offsets DLYI— f2:0-1-15 Edge1 14:0-4-0 0-2-31 17:0-0-2 Edge) LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Ved(LL) 0.66 11 >616 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.1010-11 >369 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.95 Horz(CT) 0.34 7 n/a We BCDL 10.0 .Code FBC2017/rP12014 Matrix -MS Weight: 147 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except' 4-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=1312/0-8-0, 7=1312/0-8-0 Max Horz 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7— 803(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5484/3370, 3-4— 5116/3126, 4-5=-2229/1544, 5-6— 2448/1599; 6-7=-3169/1993 BOT CHORD 2-11=-3071/5219, 10-11=-1590/2874, 9-10=-1738/2968, 7-9=-1738/2968 WEBS 3-11=-419/443,4-11=-1466/2647,4-10=-812/448,5-10=-205/487,6-10=-785/575, 6-9=0/272 Structural wood sheathing directly applied or 2-2-0 oc purling. Rigid ceiling directly applied or 4-0-2 oc bracing. 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.Opst h=14ft; 8=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 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 20.0psf on the bottom chord in all areas where a rectangle 3-641 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Beadng at joint(s) 2 considers parallel to grain value using ANSVrPI 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 01=11J) 2=803, 7=803. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 3361D Data: April 3,2019 QWARNING- VerKydes/gnparsmerersend REAONOTES ON THISANOINCLVOEOMITEKREFERANCEPAGEMX74MMK. laraa4015BEFOREBsE Design valid for use onlywith Mrek3 connectors. This design Is based onlyupon parameters shown and Is for an IndMdual building component, not a truss system. Before use, the buading 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 IndMduol trussweb and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent coliopse Wth possible personal Injury and property damage. For general guidance regarding the fobricaflom storage, delivery, erection and bracing of busses and buss systems, saeANSVIPII Quality CMeda, bi and SCSI Building Component SeM1ty Infortnatbnwolloble ham Truss Plate Instllute, 218 N. Lee Street, Sdte 312. Alexandria. VA 22314. WOW 6904 Parke East Blvd. Tampa, FL 33610 7 Uob Job Truss Type Dry Ply Mi1323 FA8 T1fifi86481 SPECIAL 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310:14:13 2019 Scale-1:60.6 4.00 12 5x6 = 3x4 = 4 21 5 2x3 II axe = 622 7 N CS d 0t2 6 12 11 5x12 = 3x4 = 45 = 3x12 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TIC0.78 BC 0.90 W B 0.69 Matrix -MS DEFL. in (loc) Vdeil Lid Vert(LL) 0.65 12-13 >624 360 Ved(CT) -1.08 12-13 >379 240 Horz(CT) 0.33 9 n/a n/a PLATES MT20 MT18HS Weight: 1541b GRIP 244/190 244/190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SIP,No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0. Max Hom 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) - Max. CompiMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5488/3444, 3-4=-5117/3183, 4-5=-3911/2497, 5-6=-2576/1770, 6-7=-2586/1779, 7-8=-2663/1762,8-9=-3021/1971 BOT CHORD 2-13=-3143/5224, 12-13=-1956/3292, 11-12=-1369/2481, 9-11=-1705/2827 WEBS 3-13= 396/420, 4-13=-1028/1721, 5-13— 300/797, 5-12— 894/601, 6-12=-265/263, 7-12=-294/391, 7-11=-374/691, 8-11=-535/502 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=4.2psh BCDL=3.Opsf; h=14ft; 8=52tt; L=34ft; eave=6D; Cat. II; Fxp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Inallor(1) 2-4-13 to 31-7-0, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 .3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 10016 uplift at joints) except (jt=1b) 2=803, 9=803. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6834 5904 Parke East Blvd. Tampa FL 33910 Date: April 3,2019 O WARNING- Verify design peremefereand READNOTES ON THISAND INCLUDED MREKREFERANCEPAGEM67473rev. 101XV2015 BEFORE USE Design valid for use only with MBeM connectors. This design is based only upon parameters shown. and Is for an Individual buRdbng component, not a truss system. Selene use, the b.SdIng designer must verity the appllcablli y of design parameters and properly Incorporate firs design Into the overall building d"gn.&acing Indicated is to buckling individual true web and/or chord members only. Additional temporary and permanent bracing MiTek' prevent of b always required for stablily and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fobrkation. storage, delivery. erection and bracing of musses and muss systems weANSUiPD Quality crBeM. DS 419 and SCSI EuedbD Component 69N Parke East Blvd. Safety Infoenotfonavolloble from Truss Rate Institute, 216 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 dob Truss Truss Type Obi Ply T1fi686482 M11323 A9 HIP 1 1 �M11323 Job Reference (optional) urranni I runs, Inc., 1­0111 Pierce, PL 424 = 4.00 12 4 8.240 a Dec 62018 MiTek Industries, Inc. Wed Apr 310:14:14 EU19 Page 1 ixW 7huls7ypJyuFUK-SLYOL7der61 lKIhvG7UX7DjAgLgCU1003FNnV uzUSgt 3x4 = 2x3 11 4x8 = 24 525 26 6 27 7 Scale - 1:58.6 3x5 = 3x3 = US = 6x8 = 3x6 = 3x4 = 3x5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.35 BC 0.54 WB 0.89 Matrix -MS DEFL. Ven(LL) Ven(CT) Horz(CT) in (too) I/defl Ud -0.18 11-21 >917 360 -0.3811-21 >432 240 0.02 13 1 n/a PLATES GRIP MT20 244/190 Weight: 156 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied ors-11-9 oc puffins. SOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-M oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ibfsize) 2=663/0-8-0, 9=346/0-8-0, 13=1616/0-8-0 ,Max Horz 2=109(LC 9) Max Uplift 2=430(LC 10). 9= 249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) .FORCES. (lb) - Max CompJMax Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=-1275/1025, 3.4=-913/708, 4-5=-829f705, 5-6=-565/807, 6-7=-565/807, 7-8=-104/278, 8-9=-341/235 BOT CHORD 2-15=-836/1187, 13-15=-34/309, 11-13=-256/348, 9-11=-124/304 WEBS 3-15=-425/501, 5-15=-444/665, 5-13=-121511079, 6-13=-264/300, 7-11=-255/396, 8-11=-461/521. 7-13=-837/703 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128ni TCDL=4.2pst BCDL=3.Opsf; h=141t; B=52ft; L=34ft; eave=611; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 5-2-5, Exterior(2) 5-2-5 to 14-9-11, Intedor(1) 14-9-11 to 19-2-5, Exterior(2) 19-2-5 to 28-9-11, Intedor(1) 28-9-1 l to 31-7-3, Fxtedor(2) 31-7-3 to 35-M 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) This truss has been designed for a 10.0 pet bottom chord live load nonconcument 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 Ib uplift at joint(s) except (jt=11b) 2=430, 9=249, 13=928. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ,&WARNDIG-VeNty deslgnperamefen end READ NOTES ON TN/SANDINCLUDEOMREKREFEMNCEPAGEM67V3S v. 1402201S BEFORE USE Design valid for use only with Mrrek(D connectors. This design Is based only upon parameters shown, and Is for on individual building component not a hua system. Before use, the building designer must verify the appllcoblllfy of design parameters and properly Incorporate this design Into the overall bulldingdesign. Bracing Indicated is to budding of lndlvalual truaweb and/or chord members only. Additional temporaryand permanent bracing MiTek' prevent Is always fequlred for stability and to prevent collapse wM possible personal Injury and property damage. For general guidance regarding the fobrlcakon. storage, delivery, erection and bracing of trusses and huss systems, seal NSVRsI1 Guasl� Criteria. DS349 and SCSI Wldhp Component 6904 Pa*e East Blvd. Safety Infoenalbrpvaaable from Truss Plate Institute. 218 N. Lee Sheet. State 312. Alexandria, VA 22314. Temps, FL 33610 dob Truss Truss Type City Ply M71323 T16686483 M11323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 4x4 = 14 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:15 2019 Page 1 ixW?huts?ypJyuFUK-ZX6oYTeGbP99ysG5gj?mfRFCnIAVDWlv7L1 KzUSgs Scale=1:60.6 3x5 = 3x6 II 3x6 = loss = 3.6 = 6x8 = 4.4 = 6x8 = LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Mail Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ved(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 ' Rep Stress [nor NO WB 0.98 Hom(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 1941b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc puffins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at midpt 8-21 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. JOINTS 1 Brace at JI(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 6) Max Uplift All uplift 100 Ib or less at joints) except 2=-351(LC 8), 27= 1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) Max Grav All reactions 250 to or less at joint(s) except 2=487(LC 17), 27=2232(LC 13), 26=2929(LC 14), 22=984(LC 14) FORCES. (Ib) - Max. CompJMax. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 2-3=-621/387, 3-5= 304/838, 5-7=-588/1209, 7-8=-588/1209, 8-12=588/1209, 12-13=-588/1209,13-15=-588/1209,15-16=-588/1209, 16-18=-588/1209, 18-20=-2230/1280,20-21=-2230/1280,21-22=-2271/1263, 6-9=-126/305, 9-11= 106/363, 11-14= 193/412,14-17=-94/271,19-21=-143/272 BOT CHORD 2-29=-247/677, 27-29=-189/540, 26-27=-779/446, 24-26=-411/653, 22-24=-1083/2108 WEBS 3-29=-500/1176,3.27=-1766/911,5-27=-748/622,5-26=-546/351,13-26=-946/617, 18-26=-2412/1474, 18-24=-846/1780,21-24=-35/351, 4-5=-608/514, 19-20=-335/305, 14-15=-556/407,11-12=-254/54 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7.10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14tt; B=52h; L=34ft; eave=6ft; Cat. Il; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 2, 1168 Ib uplift at joint 27, 14951b uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical pudin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 10) Hangeds) or other connection device(s) shall be provided sufficient to support concentrated loads) 9671to down and 461 lb up at 26-0-0, and 9671b down and 461 lb up at 8-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASES) section, loads applied to the face of the truss are noted as front (F) or back (B). Waiter P. Finn PE No.22839 Mites USA, Inc. FL Cott 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WAUNWG-Verilydeslgnperametem.dBEADNOTES ON TNISANDtNCLUDEDMREKBEFENANCEPAGEMLL74n.. 7W112015BEFOHEUSE Design valid for use only with MITeksD connectors. ihls design Is based only upon parameters shown, and Is for on IndNltlual building component, not a truss system. Before use, the building designer must verity the oppllcobalty, of design parameters and properly Incorporate this design Into the overall butchgdoagn.Bracing Indicated Is to of IndivIdual truss web onclor chord members only. Additional temporary and permanentb'acing MiTek' prevent bucklirg Is always required far stability and to prevent collcpsewith possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and muss systems, weANSVWI1 Quality C'Moda, OSe419 and SCSI Building Component 69M Parke East BNd. Safety Informatbmvallabie from Truss Plate InstiVe, 218 N. Lee Sheet. Suite 312, Alexandra. VA 22314. Tampa, FL W610 d Truss Truss Type Oty Ply M111323 T1666fi483 Mi1323 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., ton Pierce, FL 6.240 s Dec 6 2016 MiTek Industries, Inc. Wed Apr 310:14:15 Zulu Page 2 I D:_etC1 cxC3ixVV7huls7ypJyuFUK-ZX6oVTeGbP99ysG5gj4mfRFCn1AVDSAZIV7L1 KzUSgs LOAD CASE(S) Standard 1) Dead + Roof Live (balanced):. Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3— 54, 21-23=-54, 29-30=-20, 24-29=-47(F=-27), 24-33=-20, 3-11=-126(F= 72), 11-21=-126(F=-72) Concentrated Loads (lb) Vert: 29=-641(F) 24=-641(F) ,&WARNING-VedrydeslSnpar .fersand READNOTES ONTNISANDWCLUDrDMI KREFERANCEPAGEM670n.re¢ fa�AYlpfSBEFGRE USE Design valid for use only wflb MrekS connectors. this design Is based only upon parameters shown, and Is for On Individual building component not a buss system. Before use, fie building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall bulldingdeslgn. adding Indicated is to prevent buckling of IndNltlual truss web and/or chord members only. Additional temporary and permanent btochg MiTek' Is always requffed for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabi callon, Storage, delivery, erection and bracing of hums and teas systems, seeANSp1P11 Quality CMorl D5649 and BCSI Building Component 69M Pero, East Blvd. Safety Infomsotbrcvolloble from Truss Rote Institute. 218 N. Lee Sheet Suite 312, Alexandria, VA 22314. Tampa, FL W610 Truss Truss Type Oty Ply M71323 T76686484 E0bJ 23 GRB HIP 1 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.24U s Dec 6 2018 Mr I ex 5x12 MT18HS = 4x10 = 5.12 MT18HS = 4.00 12 2x3 II 4z6= 2x3 11 Inc. wea Apr a1u:lq:lr zuts rage i APUy81 EksLaSYgehNuslDcR6DzUSgq Scale=1:58.6 4z6 = 3.6 11 5x6 = 6x12 = 6x12 = 5z6 = 3x6 11 4z6 = LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT)-0.3016-19 >820 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC20177TPI2014 Matdx-MS Weight: 1531b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc pudins. GOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2x4'SP No.3'ExcepY WEBS 1Row at midpt 3-14,8-13,6-13 4-14,7-13: 2x6 SP No.2 REACTIONS: (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=47410-841 'Max Horz 2=90(LC 7) 'Max Uplift 2=-853(LC 8), 13= 2590(LC 8), 9=-345(LC 8) Max Gray 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3625/1950,3-4=-2080/1236,4-6=-2080/1236,6-7=-1296/2589,7-8= 1296/2589, 8-9=-751/370 BOT CHORD 2-16=-1729/3460, 14-16=-1753/3525, 11-13=-2621733, 9-11=-241/668 WEBS 3-16=435/120% 3-14=-15527774,4-14= 837/691,7-13=-878/713,8-13= 3635/1919, 8-11=-432/1204,6-14=-1453/2814,6-13=-3198/1807 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=14ft; B=52ft; L=34ft; eave=6ft;'Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) AII plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 par bottom chord live load nonconcument with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853lb uplift at joint 2, 2590 lb uplift at joint 13 and 345 Ito uplift at joint 9. 8) Girder carries hip end with a-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 It, up at 26-0-0, and 967 lb down and 461 Ib up at a-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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: 13=-54,3-8=-131(F= 77), 8-10=-54, 16-17=-20, 11-16=-49(F— 29), 11-20=-20 Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Cart 6634 B904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WARNWG-VerW deagn peremefersand READ NOTESON TNLS ANDNCLUDED MREKREFERANCEPAGEM67473rev.1�1SBEFOREUSE. Design valid for use only with Mmek® connectors. this design Is based only upon parameters shown, and Is for on Individual building component, not a truss system. Before use, the bullding designer must verify the appllcabllify of design parameters and properly Incorporate this design Into the overall truss only. temporary and permanentbracing MiTek' bulldingdeslgn. Bracing Indicated Is to prevent buckling of Individual web and/or chord members .Adtlitlonal Is always required for stability and to prevent collapse with posable personal Injury and property damage. For general guidance regarding me fabrication, storage, delivery, erection and bracing of trusses and truss systems sadAltsim t Quality Crneda, DSB-89 and BCSI Building Component 6904 Parke Best Blvd. Safety Infarmatbnovalloble from truss Plate Institute. 218 N. Lee Sheet Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T16686484 M11323 GRB HIP 1 7 �10111323 Job Reference (optional) Chambers Truss, Inc., Fort Pierre, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:14:17 2019 Page ID:SrRaEyyrg04M78G4raWBLWyuFUJ-VwDYzggX71 PtBAPUy81 EksLaBYgehNuslDCR6DZUSgq LOAD CASE(S) Standard Concentrated Loads (Ih) Vert: 16>641(F) 11=-641(F) O WANNWG-VedlyddslgnparameferaendN£AONOTES ON TN/SAND INCLUDED MITEKN£FENANCEPAGEMI4747aray. 16N3101SHEFORE USE Design valid for use only with Mfrek® connectors. This design is based only upon parameters shown, and B for an Individual building component, not a muss system. Before use. the building designer must verily the cpplicabllly of design parameters and properly Incorporote this design Into the overall building design. Bracing Indicated Ls to prevent buckling of Individual mass web and/orch0rd members only. Additional temporary and permanent bracing k 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 hurl systems. seeANNIPII Cup@y CMrrM, OSB-89 and BCSI Building Component Sa/try InlprmatbNvoliaDleaom truss Plots IrutlMe, 218 N. Lee Sfteet, Suite 312 Alexontlra, VA 22314. MITOW 69N Parke East Bkd. Tampa, FL 33610 Job Truss Truss Type Qty Ply M11323 T76686485 M11323 J2 MONO TRUSS 8 1 Job Reference (optional) chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:14:17 2019 Page 1 ID:x17zSlzTbJCDIIrGPH1 OukyuFUI.VwDYz9g%71 PtBAPUy81 EksLkpYzDhbOslDcR6DzUSgq Beele =1:7.8 ao-0 LOADING fast) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) -0.00 7 >999 360 MT20 244/190 TOOL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.00 7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n1a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight:8 Be FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc fourths. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=221mechanical Max Ho¢ 2=67(LC 10) Max Uplift 3=-28(LC 10), 2>136(LC 10), 4=-3(LC 7) Max Gray 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) -Max Comp./Max Ten. -All forces 250 (11 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=14ft; 13=52ft; L=34ft; 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 gdp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) *This truss has been designed for alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 281b uplift at joint 3, 136 to uplift at joint 2 and 3 Ile uplift at joint 4. Walter P. Finn PE No.22839 Mi rek USA, Inc. FL Cert 6634 8994 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING - Verily Eesl9npsremefpraend READ NOTES ON THISAND NCLUDEDM/rzaKREFERANCEPAGEMx747Jre1 lasrsavISBEFOREUSE Design valid for use only with Mdek® connectors. This design is bOsad only upon parameters shown, and is for on Individual building component, not a truss system. Before use, the building designer must vedtV the applicability of design parameters and properly Incorporate this design Into the overall bullding design. Bracing Indicated is to prevent bucking of individual trussweb and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possibie personal Injury and property damage. For general guidance regarding the fobdcaton, storage. delivery, erector, and bracing of trusses and truss systems seeANSVtRJ Costly Cetnb, DSB-89 and DOI Building Component 69M Parke East Blvd. Safety Irlformalbnavoaable from Truss Rate Institute, 218 N. Lee Sheaf, Sute 312, Alexandra, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ory Ply T16686486 M11323 J4 MONO TRUSS 8 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:18 2019 Page 1, ID:PDrifd_5MdK4MSOTz7ZfRxyuFUH.z6nwAUg9uKXkpK-gVrYTH3trCyFm02GO_tL7efzUSgp -1-0.0 - 4-0.0 1-0-0 4-0.0 Scale=1:11.1 3x4 = 4-0-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Vert(LL) 0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Veri -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rda ri BCDL 10.0 Code FBC2017)rP12014 Matrix -MP Weight: 14lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc pur ins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Horz 2=104(LC 10) Max Uplift 3=-80(LC 10), 2=-161(LC 10), 4=-7(LC 10) ,Max Grant 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) 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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 801b uplift at joint 3,161 lb uplift at joint 2 and 7Ib uplift at joint 4. Walter P. Finn PE No.22639 MTek USA, Inc. FL Cart 6634 6934 Parke East Blvd. Tampa FL 33819 Data: April 3,2019 QWARNING-Verify✓eslSnparsmetersen✓READ NOTES ON TNISANDMCLUDEDMIFEKREFEBANCEFAGEMX7473.e.. 10103a015BEFONEUSE Design valid for use only with Mi connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a haws system. Before use, the budding designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building tleslgn. Bracing Indicated is to prevent buckling of lndlvlCual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regording the fabrication. storage, delivery. erection and bracing of trusses and truss systems, seeANsvrptt Quality CMnla, DSB-89 and BCSt Building Component Safety Infarmationavoilable from Truss Rate Institute, 218 N. We Sheet. Suite 312, Alexandria VA 22314, MTek' 69" Parke East Blvd. Tampa, FL 33610 Truss Type Oly Ply M11323 - T76686487 Llolb 323 LJ6 MONO TRUSS 8 1 Job Reference (optional) GnamUers Ithee, Inc., FOn Fierce, VL 3x4 = 0240 a UCC 62018 hill I eK InOustnea, Inc. Wed Apr 310:14:19 2U19 Page 1 :Sx_c_f%i4uz9yuFUG.SJUOgMfefa0UZt3Z3igH01 RM- jgV W 9CX5YA5zUSgo LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (lac) Vdefl Ud TCLL 20.0 Plate Gdp DOL 1.25 TC 0.36 Veh(LL) 0.11 4-7 >629 360 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) -9.12 4-7 >617 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 nfa hire BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=145IMechanical, 2=279/0-8-0, 4=71/Mechanical Max Horz 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10), 4=-8(LC 10) Max Gray 3=145(LC 1),.2=27911), 4=102(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Santa=1:14.6 PLATES GRIP MT20 2441190 Weight: 20111 FT=O% 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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument 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 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 Ib uplift at joint 4. Walter P. Finn PE No22839 MiTek USA, Inc. FL Cad 6834 B904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WARNING -worry design peremeteraendNEAO NOTES ON TDRIANG INCLUDED MITEKBEFENANCEPAGEW74n.a... faT32OI5BEFONEUSE Deslgn valid for use only with Mnek® connectors. Tbis design is based only upon parameters shown. and Is for on Individual building component, not ��- a fruits system, Before use, the building designer must verify Me applicability of design parameters and properly Incorporate me design Into Me overall building design. Bracing Indicated is to prevent bucWing of lntlMdupl truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stobalty and to prevent collapse with possible personal lnlury and property damage. For general guldence regarding the fobdcation, storage, dellvery, erection and bracing of trusses and truss Systems, seeANBUIPII CualBy OM�do, DS!-09 and BC3111W8bB Component 69M Parka East Blvd. Spbty Infommlbrxrvasable from Truss Plate institute. 218 N. Lee Street, Suite 312, Alevondda. VA 22314, Tampa, FL 33610 Job Truss Truss Type OtY Ply 1171323 T76686488 M11323 J8 MONO TRUSS 20 1 Job Reference (optional) II uss, rv., ran' eras, r, 0.14u Is V ec ..... ml re6lnaalmes, In.. vveu Npr , IV; In,: rB zu I U 3x5 = Scale = 1:17.4 8.0 0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. inL4-7>319 Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.26 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Ven(CT) -0.30 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 HOrz(CT) -0.00 n/a BCDL 10.0 Code FBC2017/TP12014 Matdx-MP Weight: 261b FT=O% 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 31 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=188/Mechanical, 2=352/0-8-0, 4=103/Mechanical Max Horz 2=180(LC 10) Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4=-15(LC 10) Max Grav 3=188(LC 1), 2=352(LC 1).4=145(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=14ft; B=52ft; L=34N; eave=6N; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Interar(1) 2-4-13 to 3-1-13, Extedor(2) 3-1-13 to 7-11-8 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. A) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to hearing plate capable of withstanding 175 lb uplift at joint 3, 2281b uplift at joint 2 and 15 lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33010 Date: April 3,2019 0 WARNING- VeNrydes/gnpenmefenand NERDNOTES ON MIS AND INCLUDEDmI KREFERANCE PAGE MM174TJrex. 14=015 BEFORE USE. Design valid for use only with MRek®connectors. This design is based only upon parameters shown, and is for an individual building component. not ��• a truss system. Before use, the building designer must verity the applicability of design parameters and propedy Incorporate this design Into the overall buadingaingn. 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 fObdCotbn, storage, delivery, erection and bracing of tmsses and truss systems, seeANS171P11 Qual Caloric. DS849 end BCSI Bultlbp Component 69N Parka East BNd- Safety mfoenaflonovalloble from Truss Plate Institute. 218 N. We Street Suite 312, Alexandria. VA 22314. Tampa, FL 33610 Job Truss Thus Type Ory Ply - T76688489 M11323 KJB MONOTRUSS 4 1 �1011323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:20 2019 Page 1 ID:Lcg54J7LuEancmZr4Ob7 W MyuFUF-wVvhbAiPOynR2d83dGaxMUzDGmyGurclRBg6iVzU5gn -1-5.0 7-3.4 11-3.0 1-5.0 i 7-3.4 l 3-11-12 Seel. =1:20.3 3x4 = 7-3.4 3-11-12 LOADING (psl) SPACING- 2-0-0 CS]. DEFL. in floc) Mail Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Ved(CT) -0.12 7-10 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 Was n/a BCDL 10.0 Code FBC20177IPI2014 Matdx-MS Weight: 441b FT=O% LUMBER- BRACING. TOP CHORD 2x4 SP M 30 TOP CHORD Structural woad sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Horz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Grav 4=245fLC 13). 2=466(LC 1). 6=590(LC 13) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1151/523 BOT CHORD 2-7=687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6=-1236/755 NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=14ft; 8=52h; L=34tt; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 .2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurent with any other live loads. 3) ' This Muss 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 2051la uplift at joint 4, 305 lb uplift at joint 2 and 286 lb uplift at joint 6. 6) 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 (pll) Vert: 1-2= 54 Trapezoidal Loads (fill) Vert: 2=0(F=27, B=27)-to-4- 152(F=-49, 8=-49), 8=0(F=10, B=10)-to-5=-56(F=-18, B=18) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 ON Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNWG-Vedrydeslgnpsremetersssd READ NOTES ON THISAND INCLUDED Mr EKREFERANCEPAGEMIL>4TJrex, 1agY1a156EFORE USE Design valid for use only WM Mrekg connectors. This design Is based only upon Parameters shown. and Is for an Individual builtling component not a truss system. Before use, the building designer must verity tree appllcoblity of design parameters and propedy Incomorote Ih8 design Into the overall building design. among indicated R to prevent buckling of Individual puss web and/a, chard members only. Additional temporary and permanent bracing Is always required for stability ontl to prevent collapse with possible personal injury and property damage. For general guidance regarding the (abjection, storage, delivery, erection and bracing of trusses and muss systems, seeMSMI l Goa1Ry Cii O51149 and BCSI Su6dl1B Component Safety Informateona alloble from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314 ��- MiTek' 6904 Pence East BN4. Tampa, FL 33610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION S • Center plate on joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown In ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal injury Dimensions are In ft-In-sixteenths. Apply plates to both sides of truss 1 3 1. Additional stability bracing for }runs system, e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing, is always requlred. See BCSI. 0-1/ Cr-2 cza 2. Truss bracing must be designed by an engineer, for truss Individual lateral braces themselves 1d wide spacing, o may require bracing, or alternative Tor I 0 bracing should be considered. O NZ%0- U 3. Never exceed the design loading shown and never Inadequately braced trusses. stack materials on 0- 4. Provide copies of this truss design to the building For q x 2 orientation, locate cr-a �6 BOTTOM CHORDS designer, erection supervisor, property owner and oil other interested parties. plates 0Ad' from outside edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots In AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/1PI 1. connector plates. THE LEFT. 7, Design assumes trusses will be suitably protected from Plate location details available In MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSI/rPI 1. Software or upon request. NUMBERS/LETrERS. B. Unless otherwise noted, moisture content of lumber shot[ not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension Is the plate 10. Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shalt be of the species and size, and Indicated by symbol shown and/or by text In the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. In all respects, equal to or better than that specified. 13. Top chords must be sheathed or pur ins provided at output. Use T or I bracing spacing Indicated on design. If Indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing a110 ft. spacing, or less, if no ceiling Is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MITek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or offer truss member or plate without prior approval of an engineer. reaction section Indicates joint number where bearings occur, 17. Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. ® 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back words Plate Connected Wood Truss Construction. and pictures) before use.. Reviewing pictures alone DSB-89: Design Standard for Bracing. a is not sufficient. BCSI: Building Component Safety Information, M k 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ITe ANSI(TPI 1 Quality criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. Meek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ,