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HomeMy WebLinkAboutTRUSS PAPPERWORKRE: M11323 MiTek USA, Inc. M11323 6904 Parke East Blvd. Tampa, FL 33610-4115 Site Information: SCANNED Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Model: Mf1323 BY Address: N/A Subdivision: St. Lucie Count City: PORT ST LUCIE State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/fP12014 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 61G15-31.003, 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 Coy,,,' 4 T16686480 a7 4/3/2019 �� 5 T16686481 a8 4/3/2019 6 T16686482 a9 4/3/2019 7 T16686483 gm 4/3/2019 8 T16686484 grb 4/3/2019 F� 9 T16686485 j2 4/3/2019 COMPLIANCE 10 T16686486 j4 4/3/2019 �iCCE UNTy 12 T16686488 j8 4//312019 3/2019 �"�C�E CO 13 T16686489 kj8 4/3/2019 E®CC 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 theengineer named is licensed in the jurisdiction(s) identified and that the. designs comply with ANSI/rPI 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 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 ANSlrFPI 1, Chapter 2. 1 of 1 %%�CER'P/Fjp�� . S1 V�cEN4- .ti '. i No 22839 * STATE OF -OR%1 Walter P: Firm PE Ne2M9 MiTek USA; Inc. R. Cart 6634 _ 6904 Parke East Blvd. Tampa FL33610 April 03, 2019 MW Finn, Walter Jab Truss Truss Type Oty Ply M71323 T16686477 M11323 A COMMON_ 9 1 Job Reference o tional unamoem I russ, Inc., Von Fierce, FL 4.00 F12 4x5 = 6 27 u.L4us uec O zula Nil l en lnou5lnes, Inc. xveu nM a Iu.,•,ara cvm Scale = 1:57.8 17 15 14 3x6 = 2.3 11 US = 3x8'= 3x8 = Axis = 2x3 II 34 = LOADING (pso SPACING- 2-M CSI. DEFL. in (loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 Ven(LL) 0.32 14-15 >999 360 TCDL 7.0 Lumber COL 1.25 BC 0.58 Ved(CT) -0.61 14-15 >670 240 BCLL 0.0 ' Rep Stress [nor YES WB 0.65 Horz(CT) 0.12 10 n1a Na BCDL 10.0 Code FBC2017frPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2z4SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD .WEBS 2x4'SP No.3 REACTIONS. (lb/size) 2=1362/0-8-0, 10=136210-8-0 Max Horz 2=-179(LC 8) Mail Uplift 2=-832(LC 10), 10= 832(LC 1b) FORCES. (lb) - Max. CompJMax Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-3419/2395, 3-5=-2771/2031, 5-6= 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--635/983, 5-15— 313/362, " 3-15=-689/499 : PLATES GRIP MT20 244/190 Weight: 163 lb FT = 0 Structural wood sheathing directly applied or 3-7-12 oc puffins. Rigid ceiling directly applied or4-11-7 oc bracing. d 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=14ft; B=52ft; L=34ft; eave=6ft(Cat. II; Exp C; Encl., GCpi=0,18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 24-13, Intedor(1) 24-13110 13-7-3, Extedor(2) 13-7-3 - to 20-4-13, Interior(l)'.204-13 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) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 4)' This truss has been designed fora live load of 20.Opsf on the bottorn chord in all areas where.a rectangle 3-6-0 tall by2-0-0wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. . . 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except at=lb) 2=832, 10=832. 6) Ha, ger(s) or other connection devices) shall be provided sufficient to support concentrated loads) 501b down and 471b up et . - 15-0-0, and 50,lb down and 47 lb up at 19-0-0 on top phord. 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) pr back (B). - - LOAD CASE(S). Standard - - - 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 .. " Uniform Loads (plo Walter P. Finn PE No.22839 Vert: 1-6=-54, 6-11=-54, 18-21=-20 MTekUSA, Ina FL Ced 6634 Concentrated Loads (Ib), Vert: 26=-50(F) 27=-50(F) - 6904 Padre East Blvd. Tampa FL 33610 - Date: April 3,2019 Q WARNING- Verily desrgnpaw;rI fain.. READ NOTES ON MIS AND MCLUDED INTEKNEFENANCEPAGEMM114M rev. InIi BEFORE USE Design valid for use only with Mirek& connectors. This design Is based only upon parameters shown, and is for on indvidual building component, not a hum system. Before use, the building designer must verify the applbabllity of design parameters and properly Incorporate this design Into the overall bullaing design. Bracing Indicated Isla prevent buckling of lndlvoluol hum web and/or chord members only. Additional temporary and bracing MiTek- permanent Is always required for stability and to prevent collapse with possible personal In1ury and property damage. For general guidance regarding the fabrication, storage, delNary, erection and bracing of trusses and toss systems.s IIANsvrP11 Quality CMeM, OSS49 and SCSI Building Component e904 Parka East Blvtl. ' sabry Inloenafblwoiloble from Truss Plate Institute. 218 N. We Sheet Suite 312, Alexandtio, VA 22314. Tampa, FL 33610 Job Tnus Truss Type Dty Ply M71323 T76686478 M11323 AS SPECIAL 9 1 Job Reference (Options]) Gnamoers I runs, Inc., Fort Fierce, FL 4.co FIT 5xB MT18HS II. 6 8.240 a Dec 6 2018 MiTek Industnes, Inc. Wee Apr 31e:14:10 2e18 Page 1 Scale = 1:59.6 13 12 3x12 2.00 12 Sx12 =. 2.3 11 3x6 = = LOADING (pso SPACING- 2-0-0 CSL DEFL in (Ioc) Ndef1 L/d 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 Ven(CT)-1.1813-14 >344 240 MT18HS 244/190 SCLL 0.0 ' Rep Stress Incr YES W B 0.60 Horz CT) 0.36 10 n/a We BCDL 10.0 - Code FBC2017/TPI2014 Matrix -MS LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 10=1312/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-B03(LC 10) FORCES, (Ib) -Max. Comp./Max: Ten. -All forces 250 (Ib) 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=-194812995, 10-12_ 1948/2995 WEBS 3-14=-355/314,5-14=293/354, 6-14=-2175/3326, 6-13=-279/534,.7-13=-237/277, 9-13=-766/560, 9-12=01269 .. Weight: 155 lb FT=O% Structural wood sheathing directly applied or 1-7-3 cc pudins. Rigid ceiling directly applied or 3-9-12 cc bracing. 1 Row at midpt 6-14 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=1411; B=521t; L=34ft; eave=6ft; 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 13-7-3,-Extedor(2) 13-7-3 to 20-6-4, Interior(1) 20r6-4 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 grip DOL=1.60 .. 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10.0 psf 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) Bearing at joint(s) 2 considers parallel to grain value using ANSNTPI 1 angle to grain formula. Building designer should verify capacity of beading surface. 7) Provide mechanical connection (by others) of,truss to bearingplate capable of withstanding 1001b uplift atjoint(s) except (jt=lb). 2=803.10=803:' - - - Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: Anril 2.2019 Job Truss Truss Type Oty Ply T1668fi479 M11323 A6 SPECIAL 1 �!V!11323 1 Job Reference fopdona0 unamber5 I was. Inc., FOn Pierce, FL 6 d 3x12 0 6x10 MT1 BHS = 4.00 12 Sxfi = 5 6 2.00 12 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 31 u:14:11 %Ulu Page 1 1L 11 5X6 = 2.3 II 104 4 15-0-0 16.0.0 We 25 11-11 340-0 3x6 = Scale = 1:61.9 a 2 d _ Plate Offsets (X,Y)-- i2:0,1-15,Edgel, 13:0-3-O,Edgel 15:0-5-0 0-1-131 17:0-2-7 Edgel 19:0-0-6 Edgel LOADING (pso SPACING- 2-0-0, CSI. DEFL. in (loc) Vdeft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) 0.69 14 >590 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.93 Vert(CT) -0.9214-17 >443 240 MTIBHS 244/190 BCLL 0.0 Rep Stress Incr YES WE 0.86 Horz(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weighty 1571b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. 3-5,6-7: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOTCHORD 2x4 SP M30 WEBS 2x4 SPNo.3•Except' 5-14: 2x4 SP M 30: OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=131210-8-0, 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, 5-8=-2398/1533, e-9=-3199/1981 BOT CHORD 2-14=-3040/5224, 13-14=-1195/2361, 12-13=-1123/2199, 11-12=-1731/3001, .. 9-11=-1731/3001'- .. WEBS 4-14=-492/513, 5-14=-1707/2959,.5-13=-405/196, 6-13=-179/522, 8d2=-893/660, 8-11=0/303- NOTES- 1) Unbalanced root 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=6h; Cat. II; Exp C; Encl.. GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-M to 2-4-13, Intedor(1) 2-4-13 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 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 pat bottom chard live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the.bottom chord and any other members. 7) Bearing at Joint(s) 2 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify ... . capacity of bearing surface. - - - ,8) Provide mechanical mn.necaon.(by others) of buss to bearing plate capable df withstanding 100 lb uplift at 1oint(s) except at=lb)' ' 2=803, 9=803. Walter P. Finn PE No.22839 Mi rek USA, Inc, FL Can 6634 - - 89M Parke East Blvd. Tampa FL 33610 Data: Apri( 3,2019 Job Truss Type City Ply T76666480 M11323 ]Truss A7 SPECIAL 1 1 IM11323 Jab Reference o tional GhambOm I rus5, Inc., Fart Pierce, FL d 5x8 = 4 5x6 = 5 8.240s Dec 62018M,Teklndestnes,Inc. Wea Apr J1U:14:122U1e Pagel. 9 3x12 2.00 12 5x12 = 2x3 II 3x6 = = 14-40 I 20-4.8 25-11-15 34-n--0 Scale=1:60.8 Plate Offsets(X,Y)— i2:0-1-15Edge114:0-4-00-2-3117:0-0-2,Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (toe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(L-) 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 W18HS 244/190 BCLL 0.0 ' Rep Stress [nor YES WB 0.95 Horz(CT) 0.34 7 n/a We BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 147 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. 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. (lb) - 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=-0071/5219, 10-11=F1590/2874, 9-10=-173812968, 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 - - NOTES- 1) Unbalanced roof live loads have been considered for this design.. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft:S--52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS,(directional) and C-C Exterior(2) -1-0-0 to 2-0-13, Intedor(1) 2-4-13 tp 31-7-3, Exterior(2) 3177-3 to 35-0=0 zone;C-C for members and forces 8 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 alive load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-04) wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSUrPI 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 1001b uplift at joint(s) except 01=11b) . . - Walter P. Finn PE No.22839 - MTek USA, Inc. FL Cart 6634 - — - B904 Parke East Blvd. Tampa FL 33610 ,. .gale: April 3,2019 O WARNING- Verey EeslgnperameMn end READ NOTES ON THISAND INCLUDED MITEKBEFENANGEPAGEMb7473 rev. IG15*42015BEFORE USE. Deslgn valid for use only with MTek® connectors. This design Is based only upon parameters shpwq and is for an Individual bueding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into me overall - bulldingdeslgn.Bracingln6lcatedblopreventbucklingofIndNMualhussweband/or chord members only. Additional temporary and Met( pemwnentbraaing Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobrlcallan,' storage; delivery, erection and bracing of musses and huss systems seeANSVTP11 QuallN CRrrM. DSI669 and BCSI Building Component e904 Parka East BNtl. - Safety InlaenatbMs'ailoble from Truss Plate Institute. 218 N. Lee Sheet, Suite 312, Alexantl4d VA 22 14. Tampa, FL 33610 Job Truss Truss Type Qty Ply T16686481 M11323 A8 SPECIAL 1 1 �M`11323 Job Reference (optional) Chambers I ruse, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:13 2019 Page 1 Scale=1:60.6 - Sx6 = 4-00 12 4 21 3A 2x3 II 5.8 = 5 - 6 22 7 12 11 3x12 2.00 5x12 = 3x4 = Us = � 12 10-fi-4 20-4-8 122-0-0 34-0-0 Plate Offsets_(XY)-- '12:0-1-15Edoe1 i7:0-5-80-2-81 LOADING (psi) SPACING- 2-0-0 CS]. DEPL. in (loc) Well Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(L-) 0.65 12-13 >624 360 MT20 2441190 TCDL_ 7.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -1.0812-13 >379 240 MT18HS 244/190 BCLL 0.0 ' . Rep Stress Incr YES WB 0.69 Horz(CT) 0.33 9 n/a n/a -BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 154 lb FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc pudins. BOT CHORD 2x4SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-e-0, 9=1312/0-e-0 Max Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) - Max. Comp./Max. Ten. -AII forces 250 (lb) orless except when shown. - TOP CHORD 23=-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=-136912481, 9-11 =-I 70512827 WEBS 3-13= 396(420, 4-13=-1028/1721,5-13=-300F797,5-12=-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=4.2psf; BCDL=3.Opsf; h=14f1; B-52f1; L=34ft; eave=6R; Cat II; Exp C; Encl., GCpi=0.18; MWFRS.(directional) and C-C Exlerior(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-1310 31-7-3, Extedor(2) 31-7-3 to 35-M 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 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 nonconcurrent with any other live loads. 6) ' This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where arectangle 3-6-0 tall by2-0-0wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 2 considers parallel to grain value using ANSVTPI I angle to grain formula. Building designer should verity - capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except Qt=lb) 2=803, 9=803. - - WalterP. Finn PENo12839 MRek USA Inc. FL Cort6M 6904 Parke East Blvd. Tampa FL 33610 Data: ADHI 3.2019 Job Truss Truss Type CityPly M11323 T76686482 M11323 - A9 HIP 1 1 Job Reference o tional Dhambers I was, Inc., Fort derma, FL 4.00 8.240s Dee 62018 MITek lndustnes, Inc. Wee Apr 31 U:14:142U1U rage 44 = 3x4 2x3 II 4x8 = = Scale=1:58.6 3x5 = axe = 3x6 = axe = 3x6 = 3x4 — 3x5 a 10-0.0 204.0 24-0-0 344}0 i9U ..Plate Offsets (XY)— 12:0-0-14Edge1 f7:0-5-40-2-01 f9:0.3-140-1a1 LOADING (psf) SPACING- 2-0-0 C51. DEFL. in (loo) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC '0.35 Ven(LL) ' -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT)-0.38 11-21 >432 240 BCLL 0.0 Rep Stress Incr YES W B 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 156 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 - TOP CHORD Stnictuml wood sheathing directly applied or5-11-9 oc pumns. BOT CHORD 2x4 SP M 30 - BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 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 Gray 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (lb) -Max.. CompJMarc Ten. -All forces 250.(I s) or less except when shaven. TOP CHORD 2-3=-1275/1025; 3-4=-913/708, 4-5=-8291705,.5-6=-565/807, 6-7=565/807, 7-8>704/278, 8-9— 341/235 BOT CHORD 2-15=-836/1187, 13-15=-34/309; 11-13=-25re/348,9-19=-124/304 WEBS 3-15=-425/501, 5-15- 444/665, 5-13=-1215/1079,6-13=-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: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psC BCDL=3.Opsf; h=141h B=521t; L=34N; eave=61h 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, Extedor(2) 5-2-5 to 14-9-11, Intedor(1) 14-9-11. to 19-2-5. Extedor(2) 19-2-5 to 28-9-11, Interior(l) 28-9-11 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This trusshas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live (Dads. 5) `This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where arectangle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=430, 9=249, 13=928. - - - Waller P. Finn PE No.27839 Mfalls USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Dale! April 3,2019 &WARMING-Verllydeslgnp rhefer4anCREADN0TES ON MIS AND NCLUDEDMIrEKREFE1741NCEPAGEMIL74nnsv I&AM,2015BEFORE USE Design valid for use only with MTeldsconneclors. This design is based any upon parameters shown and is for an lnd Wuol building component not a truss system. Before use, the bulltling designer mustver'Ry 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 WOW 4 always reculred for stablilly and to prevent collapse with posslbio personal injury and property damage. For general guidance regarciing the . .. fabrication, storage; delivery, erection antl bracing of trusses and truss systems seeANSVIPIl Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety mformalbrycvolloble from Truss Plate InstlMe, 218 N. We street, Suite 312 Alexandria, VA 22314. Tamps, FL 33610 Job Truss Thus Type Oty Ply T16686483 M11323 GRA HIP - 1 7 �N!11323 Job Reference (optional) mss, me., Fort fierce, FL 4x4 = 14 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 310:14:152019 Pagel ixVV?huts?ypJyuFUK-2X6oYTeGbP99ysG5qj?mfRFCNAvDSAZlv7L1 KzUSgs Scale = 1:60.6 3x5 = 3x6 II 3x6 = &a 3,,5 = 6x8 = 44 = 6x8 = F 6-0-0 11-1-1 j 18-6-0 I 26-0.0 34-0-0 6-0-0 3-1-1 ]-4-15 7.6-0 6-0-0 Plate Offsets (X,Y)- i2:0-2-2 Edgel 13:0-3-8 Edgel 121:0-3-8 Edgel f24:03-8 0-3-01 127:0-3-8 0-3-01 LOADING (psi SPACING- 2-0-0 CSI. DEFL, in (too) Vdeo Lid PLATES GRIP TCLL 20.0 Plate Grip. DOL 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC '0.57 Vert(CT) -0.2429-32 >552 240 BCLL 0.0 Rep Stress lncr NO WB 0.98 Hom(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Malrii Weight: 194 lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 - TOP CHORD Structural wood sheathing directly applied or 4-2-5 Do purlins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at midpt 8-21 " BOTCHORD Rigid ceiling directly applied or 6-0-0oc bracing. - JOINTS I Brice at Jt(s): 7, 8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Max Horz 2=-179(LC 6) " Max Uplift All uplift 100 lb or less at joint(s) except 2=351(LC8), 27— 1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) Max Grav All. reactions 250 lb or less atjoint(s)'except 2=487(LC 17), 27=2232(LC 13). 26=2929(LC 14). 22=984(LC 14) FORCES. - (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 621/387, 3-5=-304/83B, 5-7=-588/l209, 7-8=588/l20% 8-12=-588/1209, . 12-13=-588/1209, 13-15=-588/1209, 15-16=-588/1209, 16-18=-588/1209, 18-20=-2230/1260,20-21=-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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=14ft; 8=52ft; L=34ft; eavei 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 pending. 4) All plates are 2x3 MT20 unless otherwise Indicated. 5) This trusshas been designed fora 10.0 psf bottom chord live Ioadhonconcument with any other live loads.: - 6) ' This trusshas 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-." 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 jgint 2, 1168 lb uplift at " joint 27, 1495 lb uplift at joint 26 and 6251b uplift at joint 22. , 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical puriin representation does not depict the size or the orientation of the pudin along the top and/or bottom chord. 10) Hanger(s) or other connection devicb(s) shall be provided sufficient to support concentrated loads) 967 lb 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 CASE(S) section, loads applied to the face of the times are noted as front (F) or back (B). Walter P. Finn PE No.77839 MiTek USA, Ina FL Cert 6834 89114 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNING- Vedlydoegnparameters and READ NOTES ON THISAND INCLUDED NIT£KREFERANCEPAGEM67473 rev. 10/03 eBEFOREUSE • Design valid for use only with Miter connectors. This dedgn 4 based 6y upon parameters shown, and Is for an Individual building component, not a Truss system. Before use, the building designer must verify Me cpplicablllty of design parameters antl properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent Buckling of individual truss web and/or chord members only.. Adtlttlonal temporary and permanent bracing M1TeK ' is Nways required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the - fabrication. storage: dolivery, erection and bracing of trusses and truss syslemisaeANSi/IPII Qually Cr6eda, DSB49 and.BC31 Building Component' 6904 PaMa,Eest Blvd. - Safety mformalbrrnollable from Truss Flats Institute, 218 N. Lee Street "a 312, Alexondrio, VA 22314. - Tampa, FL 33610 . Jab Truss Truss Type Gty Ply MI1323 T16666483 M11323 GRA HIP 1 1 Job Reference o tior 'name r rues, mc., ran Pierce, rL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:15 2019 Page 2 ID _etC1 cxC3irzW?huts?ypJyuFUK-Z%6oYTeGbP99ysG50mfRFCNAvDSAZlv7L1 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, 291 24-29=47(F= 27),.24-33= 20, 3-11=-126(F=-72), 11-21=-126(F=-72) Concentrated Loads (Ib) Vert: 291 24=-641(F) A WARNWG - Vedf y of rdgn Penmefere aed READ NOTES ON TR/S ANOWCL UDED MOEK REFERANCE PAGE MX74M rev. 1hAY2a15 BEFOflE USE Design valid for use onlyvriln MTek® connectors. tins design Is based any upon parameters shown and Is for an Individual building component, not OF buss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate th6 design Into Me overall building design. Bracing Indicated is to prevent buckling of IndMtlual truss web and/or chord members only, Additional temporary and permanent brccing MiTek' Is always required for stability and to preventcoliapsa with possible personal Injury and property damage. For general guidance regarding the — - fabrlcatlon: storage; delivery. erection and bracing of trusses and truss systems seeAN61/1Pll Quality CrSulo,DSB-89 and BCSI Building Component' : 6904 Parke.East Blvd. - Safety Informalbmvoilcbie from Truss Plate Inttltute, 218 N. Lee Street, Sure 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply Ti6fi86484 M11323 GRB HIP 1 1 �M11323 Job Reference o lional 5x12 MT18HS = unamoers i was, inc., Pon Pierce, FL 8.240 s Dec 62018 MiTek Inclustnes, Inc. Wed Apr 310:14:17 2U1B Page 1 ID:SrRaEyyrgO4M78G4raWBLWyuFUJ-VwDYz9gX71 PtBAPUy81 ri11-.00--0 84-I EksLa8YgehNu51DcR6-DzUSgq 3800 7 340-0 -O-Q -3F.0 304 B-0-0— 10-08-0.00 15 fi0 Scale=1:58.6 5x12 MT18HS = 4.00 f 2 4x10 = 2x3 II 4X6 01N w 0 Ln lz 4X6 = 3.6 If 54 = 6x12 = 602 = 5x6 = 3.6 11 4x6 = LOADING(psf) SPACING- 2-0-0 CS]. DEFL. in (loc) Well Lid :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 rda Na SCDL 10.0 . -Code FBC2017/rP12014 Matdx-MS Weight: 163 lb FT=O% LUMBER- - BRACING - TOP CHORD 2x4SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 *Except* WEBS 4-14,7-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-B-0 Max Horz 2=90(LC 7) - Max Uplift 2=-853(LC 8), 13=-2590(LC 8), 9=-345(LC 8) Max Gmv 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (Ib) -Max Comp./Max. Ten. -All forces 250 (lb) 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= 2627733, 9-11=241/668 WEBS 3-16=-435/1209,3-14=-1552(774,4-14=-837/691,7-13=-8781713,.8-13=-3635/1919, 8-11=-432/1204, 6-14= 1453/2814, 6-13=-319B11807 Structural wood sheathing directly applied or 3-1-14 0o puffins. Rigid ceiling directly applied or 5-3-14 oc bracing. 1 Row at midpt 3-14, 8-13, 6-13 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=14h; B=52ft; L=34f; eave=6ft; Cal. 11; Exp C; Encl., GCpi=0A 8; MWFRS (directional); Lumber DOL=1.60 plate grip D0L=1.60 3) Provide adequate drainage to prevent water ponding.: 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the.bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to.beadng plate capable of withstanding 853lb uplift at joint 2, 2590 Ib uplift at joint 13 and 345 lbuplift at joint 9. - - 8) Girder carries fiip end with 6-0-0 end setback.. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 967 lb down and 461 lb up at. 26-0-0, And 9671la down and 461 lb up at 8-" on bottom chord. The design/selection of such connection devices) is the responsibility of others.:-" . 10) In the LOAD CASE(S) section, [dads applied to the face of the Muss are noted as front (F) or back (B). LOAD CASE(S) Standard - -- 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase­-1.25 Uniform Loads (pit) Vert: 1-3=-54, 3-8=-131(F= 77), B-10=-54, 16-17=-20, 11-16=-49(F= 29), 11-20=-20 Walter P. Finn PE No.22839 MTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNWG-Ver/ydaWgnpammetersanOREAONOTES ON TN5ANDWCLUDEDWEKREFERANCEPAGEMU74Ma , 14113MOISDEFORE USE Design valid for use only Win M7ek® connectors. This design Is based only upon parameters shown. and IS for an Individual budding component, not - a buss system. Before use, me building designer must verity me applicability of design parameters and properly incorporate this design Into me overall bulldingdesign Bracing Indicated Istoprevembuckling oflndMduclMass weband/or chord members only., Add flonalJornporciry and peimonentbracing ��• MfTek• a 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 tosses and iron systems seeANSVrPD pau0v CMeM,D3049 mid BC31 Building Component Safety Infoenafbmvailable from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. - 69M Parke East Blvd. Tampa, R. W610 Job Truss Thus Type Dty Ply T16686484 M11323 GRS HIP 1 1 �IM11323 Joh Reference (optional) s,namaers cause, mc., ran rlerce, r� LOAD CASE(S) Standard Concentrated Loads (Ib). Vert: 16=641(F) 11=-641(F) e.LW suec PLula ml 1 erc muusmeS, inc. vveu npr a m:,V;,, m, n... c ID:SrRaEyyrg64M78G4mWBLWyuFUJ-VWDYz8gX71 PIBAPUy81 EksLaBYgehNuslDCR6DzUSgq ©WARNWG-Verlty4eslg0 peramerersend REo NOTES pines 4NO WCLNOEp MREKBEFENANCE PAGE MII " re¢faAi@e15BEFOflE USE. - Design volld for use only wIM MReI� mnnectoa. fib tlesign b b1 only upon parameters shown, antl Is for an Intlly dual bulltling component, not a truss system. Before use, the builtling tleslgneCmust verify Me ppplI..loolty of tle"E Parameters antl prop.ly incorporate Rllt tleegn Into the overall balding tlesign. Brgdng lndloatetl bto buckling of lndMtlual hussweb antl/ar chortl members oNy.. AtltllRonal temporary antl permanent brodng ■.�Y■ MiTek' prevent a always requlretl for stablllN antl to prevent collapse wHh pos4ble personal Nlury antlpr.P.M tlomage. For general gultlartce regartling the tobAcatlon, storage: tlolvew. erection antl bracing of tosses antl truss sysr.ms,zaeANSUt911 Quo��yv. CrEMa, DS0419 and aCSI luldbp ComponrrnY . 218 N. Lee Sir..t. BUR. 312 Nexontlrlo, VA 22314. .9o4 PaMa East Blvd. Tampa, Fb 33610 - Soby Nlennatbmv.".b,. ham Trvss Flote Instltufe, Job Truss Truss Type Oly Ply M71323 " T76686485 M11323 J2 MONO TRUSS 8 1 Job Reference o tional wamoars uuss, urc., ran rlerce, rs 3K4 = a.L4V S U.. O GV I O ml r Cn U MUILI1e., I r1Y- r Z o uye, ID:xl?ZSIzTbJCDIIrGPH1 OukyuFUI-V W DYz9gX71 PtOAPUy81 EksLkpYzDhbOsIDcR6DzUSgq Scale -1:7.8 20-0 LOADING (pso SPACING- 2.0-0 CSI. DEFL. in (toe) Vdefl Vd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.18 Ved(LL) -0.00 7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.07 Vert(CT) --0.00 7 >999 ' 240 BOLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 8lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc puffins. BOT CHORD 2x4'SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ilo/size) 3=38/Mechanical,2=141/0-a-0,4=22_/Mechanical Max Hom 2=67(LC 10) Max Uplift 3=-28(LC 10). 2=-136(LC 10), 4=-3(LC 7) Max Grav 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES.. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vascl28mph; TCDL=4.2psf; BCDL=3.Opsf; h=14f ; S=52ft; L=3411; eave=6ft; Cat. II; Exp. C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedoi(2) ione;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 2-043 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 28 lb. uplift at joint 3, 136 lb uplift at joint 2 and 31b uplift at Joint 4. - Walter P. Finn PE No.22839 MRek USA, Inc. FL Can 6834 69D4 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 QWARNING- Vedrydeslgnparameten and READ NOTES ON TNISAND INCLUDED MlTEKREFEB CEPAGEM6747aTex. 10e 01SBEFORE USE - Design valld for use ody with MBekaD connectors. This design Is based only upon parameters shown, and Is for on individual 6Cilding component, not _ a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling oflndivaual hum web and/or chord members only. Addlfldnai temporary and permanent bracing - MiTek- - Is always required for stability and to prevent collapse with passible personal Injury and property damage. For general guidance regarding Me .. ' ' 6904 Palle East Blvd.fobrlcaAaa,storage,delivery. erection and bracing oftrucas and truss systems saeAN6VrPI1 QuoCii D311d9 and BCSI Building Component.'. Safety InformaBdnwus alloble from Tr Plate Institute. 218 N. Lao Sheet, Suite 312, Nesandrla, VA 22 14. Tempe, FL W610 Job Truss Truss Type Oly ' T16686486 M11323 J4 MONO TRUSS 8 JPly 1 �NI11323 -- Job Reference (optional) Chambers I runs, Inc., Fort Piece, FL 30 = 82405 Uea b ZU18 MI I eK moUSmes, mc. Wee Apr a iu: w: ra en ra rayu i ID:PDYLfd_5MdK4MSOTz7ZfRxyuFUH-z6nwAUg9ulMpK_gVrYTH3trCyFMQ2G0 tL7elzUSgp Scale =1:11.1 LOADING (psQ SPACING- 2-0-0. CSI. DEFL. in (loc) Vdefl Lid 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 Vert(CT) -0.02 4-7 >999 240 BCLL _- -0.0Rep Stress lncr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL :10.0 Code FBC2017/rP12014 Matdx-MP Weight: 14 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or4-0-0 oc pudins. BOT CHORD 2x4 SP No.3 - BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=90/Mechanical, 2=267/0-8-0, 4=50/Mechanical Max Horz 2=104(LC 10) - Max Uplift 3=-80(LC 10). 2=-161(LC 10), 4=-7(LC 10) Max Gray 3=90(LC 1), 2=207(LC 1), 4=69(LC 3) , FORCES. (lb) - Max. Comp.(Marc Ten. -All farces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp,C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) zone;C-C for members and fames & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pat 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 80111 uplift at joint 3, 161 lb uplift at joint 2 and 71b uplift at joint 4. Walter P. Finn PE No12639 MTek USA, Inc. FL Cart 6634- 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING -VeNfydes mpatarneters anOREAD NOTES ON THISAND INCLUDED MREKREFERANCEPAGEM6747Jrev. 101134015BEFOREUSE - - DesignvolldforuseonlywithMBek®connectors. Ws design 6 based only upon parameters shown, and b for an lnd0dual bustling component. not ��• , a truss system. Before use, the building designer must vetity the applicability of design parameters and properly Incorporate links design Into the overall buildiogdeegn. Bracing Indicated 4toprevent buckling ofIndividual truss web and/or chord members only. Addillonoitemporary end permanent bracing _ M!Tek* , Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding me fabdcotlon,storage,delivery, erection and bracing of muses antl trusssysteMsrseeAN$I/IPI1 Cua®v CMssdWB-0and tl BC$IBuldhp Component 69a9 Park e East Blvd. _ East0 Safety Informatbrgvasoble from Truss Nate Institute, 218 N. Lee Street, suite 312 Alexandria VA 22314. Tampa, , Job Truss Truss Type Ott, Ply M11323 - T76686487 M11323 J6 MONO TRUSS 8 1 Job Reference (optional) Unamaers I rues, Inc., Yon VierCe, hL -1-0.0 3x4 = 6.24USUeC a201d MIIeKmmpBmeS, Inc. wea Apr J iu;i%;ICm,e rage I SAC_fAi4uzByuFUG-SJLJOghnfefaOUZl3Z3igHO1 RMT-19V W 9CX5YASzUSgo Scale=1:14.6 LOADING (I SPACING- 2-0-0 CSI. DEFL. in _(loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ven(LL) 0.11 : 4-7 >629 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ved(CT) -0.12 4-7 >617 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL. 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 20 lbFT-=0% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied of 6-0-0 oc pains. BOT CHORD 2x4SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=145/Mechanlcal, 2=279/0-8-0, 4=71/Mechanical Max Harz 2=142(LC 10) Max Uplift 3=-131(LC 10). 2=-194(LC 10), 4=-8(LC 10) Max Grav 3=145(LC 1). 2=279(LC 1), 4=102(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. . NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=521t; L=34ft; eave=6ft; Cat. 11; Exp.C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extenor(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 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 81b uplift at joint 4. _ Wafter P. Finn PE No.22839 MTek USA, Inc. FL bed 6634 6904 Padre East Blvd. Tampa FL 33610 Date: April 3,2019 Q WAANWG- yedrydeslan pammeteneand READ NOTES ON THISAND INCLUDED MITENREFERANCEPAGEM67473 rev. IM&WISREFOREUSE Design ,alld for use only with Meek® connectors. This desgn 6 hosed only upon parampters shown, and Is for on IncMduel bulldIng component. not; t a hum system. Before use, the building designer must verity the appllcabany, of dedgn parameters and properly lncpporote ml: deslan Into the overall bdidingdesign. Bracinglndlcatotlatoprevent bucl4ingoflndlvlduelfarm weband/or chord members only. -Add ltl0nal temporary and permonembracing WOW Is always required for stability and to preventcollapse with passible personal hJury and property damage. For general guidance regarding the % - fabrica6aa storage. delivery. erection and among of hum m and huss systems seeANSVrPII ouaeh^CNnk. D9949 and BCSI BWdhD Compment' . 6904 Parke East 8W� ., -Safety InformOMorWo0c01e from Truss Plots lmhtute. 218-N. Lee Sheet. SuRe312, Alexandria, VA 22314. Tampa, FL W610 . Truss Type Oty PlyT16686488 [M1'1323 JB MONO TRUSS 20 1 Job Reference fbbtionall FIX,IS, is., rorr tierce, rL I� 1 3x5 = b.24U S JeC b ZUItl MI I eK mausmes, Inc. vveci Apr a IV: Iv:IV ZU IV rage I Sx c fXi4uz9yuFUG-SJLJOghnfefa0UZt3Z3igHOzMMbu9VW9CX5YA5zUSgo Scale = 1:17.4 6-u-0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (roc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.62 Vert(LL) 0.26 4-7 >367 360 Mr20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BOLL 0.0 Rep Stress lncr YES WB '0.00 Horz(CT) -0.00 3 n/a 'rea BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 26 lb FT=0 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. (lb) - Max. Comp./Max. Ten. - All farces 250 (lb) or less except when shown. - NOTES- 1) Wind: ASCE 7-10;.Vull=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=14ft; 13=521t; L=34f ; 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 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 chard live load nonconcunent 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-M wide will fit between thebottom 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 175lb uplift at joint 3, 228lb uplift at joint 2 and 15 Ito uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 4WABNING-Vedrydesign pemmetemandREAOMOMS ONTHISANOINCLUBEOMBIEKBEFERANCEPAGE M674IMmi,10vUl 5BEFOREUSE- Design valid for use only with, MBelkV connectors. This design Is based only upon parameters sftown, and Is for.on Individual bu3ding component, not a truss system. Before use. the building designer must verity the applicability of design parameters and properly IncorporafS this design Into the overall building tleslgn.. Brocing hdlcoted B to prevent buckling of-IndNlducl two web and/or chord members only.. Additional temporary and permanent bracing Met( bolwaysrequkad/ontabllM antl to prevent collapse wHh possible personal ln7ury antl pmpeM damage. For general guidance legolding me .. .. fabricanah; storage; delNery, erection antl bracing of trusses antl lnrsisystemsseeANSURl1 QuaBW Criteria. DS&a9 and BCSI building Component'. '. 6904 Parke East Blvd.- Sab1y Wormatbmvo0oble from Truss Role IrvalMe. 216 N. Lee Sheet. 6ulte 312. Alaxondda VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply T18686489 M11323 KJ8 MONO TRUSS 4 1 �MI1323 Job Reference (optional) o.zcu s sec = 4u re run en mausmes, inc. vvea npr a .... xe <e i a rage . ID:Lcg54J?LuEancmZr40b7W MyuFUF-wVvhbAi POynR2d83dGaxMUzDGmyGurcl RBg6iyzUSgn Scale = 1:20.3 3x4 3x4 = . .LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 TCDL 7.0 Lumber DOL 1.25 - BC 0.30 Vert(CT) -0.12 7-10 >999 240 BCLL 0.0 ' Rep Stress [nor NO WB 0.46 Horz(CT) 0-02 6 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS LUMBER- BRACING - .PLATES GRIP MT20 244/190 Weight: 44 lb FT=O% TOP CHORD .2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4'SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 2x4SP No.3 REACTIONS. (lb/size) 4=201/Mechanical,2=46610-11-5,6=576/Mechanical Max Horz.2=244(LC 8) Max Uplift 4=-205(LC 8). 2=r305(LC 8). 6=-286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1). 6=590(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(lb)or less except when shown. TOPCHORD 2-3=-1151/523 BOTCHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330, 3-6=-1236f755 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); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a: rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at joint 2 and 2861b uplift at joint 6. " 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted is front (F) or back (B). LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) - Vert: 1-2=-54 " Trapezoidal Loads (plf) Vert:2=0(F=27,.B=27)-to-4>752(F=-49, B=49), 8=0(F=10; B=10)-to.5=-56(F, 18, B=18) - Walter P. Finn PE No.22035 &H rek USA, Inc. FL Carl 8634 ON Parke East Blvd. Tampa FL 33810 Date: Anrfl 7.9n19 Symbols PLATE LOCATION AND ORIENTATION 3/4 Center plate on joint unless x y offsets are Indicated. Dimensions are In ft-In-sixteenths. Apply plates to both sides of truss and fully embed teeth. �71dr For 4 x 2 orientation, locate plates 0-14' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available In MTek20/20 software or upon request. PLATE SIZE The first dimension is the plate width measured perpendicular 4 X 4 to slots. Second dimension Is the length parallel to slots. LATERAL BRACING LOCATION 7. 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/TPII : National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 I dimensions shown t scale) II —'II (Drawings not To scale) 1' 2 3 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCILWISE AROUND THE TRUSS STARTING AT,THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSAETTERS. PRODUCT CODE APPROVALS ICC-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 e MiTek® 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 stabllity bracing for truss system, e.g. - diagonal or X-bracing; Is always required. See BCSI. 2. Truss bracing must be deslgned'by on 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 partles.. 5. Cut members to bear tightly against eactwather.• 6. Place plates on each face of.Truss at each ! , joint and embed fully. Knots and wane at joint , locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will'be suitably protected from the environment In accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%af 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, orlen tartan and location dimensions Indicated are minimum plating requirements. 12: Lumber used shall be of fhe species and size, and In all respects, equal to or better than that '.r • ' . specified. r r 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 out or alter truss member or plate without prior. approval of an engineer. . . 17. Install and load vertically uolem Indicated otherwise. ' ..a 18. Use of green or treated lumber may pose unacceptable;'. environmental, health or performance risks. Cpnsult with �- project engineer before use. , 19, Review all portions of this design (front, back, words and pictures) before use. Revlewing pictures alone ''• Is not sufficient. 20, Design'assumes manufacture In accordance with ANSI/TPl1 Quality Criteria,