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RE: M11323 MiTek USA, Inc. M11323 6904 Parke East Blvd. Tampa, FL33610-4115 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Model: Mf1323 Address: N/A City: PORT ST LUCIE Subdivision: State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/2b 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 T1668647a5 4/3/2019 LE CO �� 3 T166864a6 4/3/2019 �� 4 T166864890 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 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 Engineers 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 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 ANSLTPI 1, Chapter 2. REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC Ia /7No 22839 STATE OF *41/� A,C '111NA11 0,,,p� Witter P. Finn PE No.22639 Mfrek USA, [rid. In. Cart 6634 6904 Parke East Blvd. Tampa R.=10 April 03, 2019 1 of 1 Finn, Walter Job Truss Truss Type Oly Ply ' T76686477 M11323 A COMMON 9 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.24D a Dec 6 2018 MITeK InduSMAS, Inc. West Apr J 1U: 4.00 FIT 4x5 27 Scale=1:57.6 1 1d 17 15 -- -' 14 -- 12 3x6 = 2x1 11 416 = 3xB = 3x8 = 4.6 =. 2x3 11 3x6 = LOADING (psQ TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20177rPj2014 CSI. TC 0.39 BC 0.58 WE 0.65 Matrix -MS DEFL. in (loc) /dell Ud VOil (LL) 0.32 14-15 >999 360 Vert(CT) -0.6114-15 >670 240 Horz(CT) 0.12 10 n/a n/a PLATES GRIP MT20 244/190 Weight 163111, Fr=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or4-11-7 oc bracing. WEBS 2x4 SP No.3 .REACTIONS. (Its/size) 2=1362/0-8-0, 10=1362/0-8-0 Max Horz 2=-179(LC 6) Max Uplift 2=-832(LC 10). 10=832(LC 10) FORCES. (Ib) -Max. CompJMax Ten. -All forces 250 (lb) 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 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=14tt;.B=52f; L=34ft; eave=6D; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 24-13, Intedor(1) 2-4-13 to 13-7.3, Exterior(2) 13-7-3 to 20-4-13, Intedor(1) 20-4-13 to 31-73, 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) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL= IO.Opsf. 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 lb up at 15-0-0, and 50 Ito down and 47 Ib up at 19-0-0 on top chord. The designtselection 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 (pit) Vert: 1-6=-54, 6-11=54, 18-21=-20 Concentrated Loads (Ib) Vert: 26=50(F) 27=50(F) Walter P. Finn PE No.22339 MTek USA, Inc. FL Cart 6634 6904 Padre East Blvd. Tampa FL 33610 Data: April 3,2019 A WARNING. V dyOes/gnperemetenanJREADNOI SONTNISANOP'CLUDEDM KREFERANCEPAGEMb7MMv. 101MI1015BEFOREUSF Design valid for use onlywnh Mrek® connectors. This design Is based only upon parameters shown, and Is for an Ind Adual bulltling component, not �'- a husssystem. Before use, the Wilding designer mwtve4fy Me appllcolofty of design parameter and properly Incorporate this d"gn Into the overall buadingdesign. Bracing Indicated etoprevent bucking ofIndividual lrussweb and/or chord members only. Adcf lonaltempororymdpermanentbraclng MOW Is always required for stability and to prevent collapse wit possible personal Injury and property damage, For general guldonce regarding the fabrication storage, delivery, erection and bracing of trusses and hum systems seeANS171P11 CuaIIM Criteria, DSBA9 and 6CSI 6u kfing Component 6904 Parka East Bind. Safety Nlormalbrnvoaable from Truss Plate minute. 218 N. Lee Sheaf. Sulte 312. Alexondrla, VA 22314. Tampa, FL 33610 Job Truss Trues Type Gty Ply T16fi86478 Ml 1323 AS SPECIAL 9 1 �M11323 Jab Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:10 201U 4.00 rl2 5xB MT18HS II Scale =1:59.8 13 la 5x12 = 2x3 II 3xa = 3x12 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017ITP12014 CSI. TIC 0.85 BC 0.90 WB 0.60 Matrix -MS DEFL In (loc) Udefl Ud Ven(LL) 0.76 14 >539 360 Vert(CT) -1.18 13-14 >344 240 Horz(CT) 0.36 10 n/a n/a PLATES MT20 MT18HS Weight: 155 lb GRIP 244/190 244/190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Stmctural wood sheathing directly applied or 1-7-8 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-9-12 oc bracing. WEBS 2x4 SP No.3 *Except* WEBS 1 Row at midpt 6-14 6-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=131210-8-0, 10=1312/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2— 803(LC 10), 10=-803(LC 10) FORCES. (Ib) - Max- Comp./Max. Ten. -All forces 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— 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=-786/560, 9-12=01269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=120mph; TCDL=4.2psf; BCDL=3.0ps1; h=14ft; B=521t; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exte4or(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 13-7-3, Exterior(2) 13-7-3 to 20-6-4, Interiar(1) 20-6-4 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 pat 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 ANSV(PI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=11b) 2=803, 10=803. Walter P. Finn PE No.22838 MTekUSA, Inc. FL Cart 6634 8884 Parka East Blvd. Tampa FL 33610 Date: April 3,2019 AWANNING- VedydeslgnparametervandaEADNOTES ON 7v!3ANDWCLUDEDlV EKNEFENANCEPAGEM67V3mi, 10=?015SEFONEUSE - Deslgn volltl for use only wnh MreL®connectom. inis design Is based only upon parameters shown, and Is for an IndNidual building component, not a buss system. Before use, the to din designer muss vedy the appllcabll1N of tledgn parameters and properly Incorporate mI1 design Into Me overall bWtling design. &adng lndicatetl bto prevent bucWing at lntlMdual mass web and/or chard member oNy. Atldmanol temporary and pertnanenf bracing T M�lek B al ways required Por siobOMy and fo prevent collapse wlm possVis personal Injury and property damage:' For general gNdonce regarding the fobrlcotion, storage, delNery. erection and brocing of busses and I.. systems, seeANSU1P11 pypllN CModo, DSB-09 and BCS7 Bu0dL1g Cemponenf 690a Parke East Blvd. Sattly Infabnafbrlavallpble tram T. plate lr tjMiv 218 N. Lee Street Suite 312. Alexandria, VA U 14. Tampa, FL 33810 Job Truss Truss Type ay Ply T76686479 M11323 A6 SPECIAL 1 1 �M11323 Job Reference loptarraft Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MITok Ind0a11165, Inc. Wed Apr 3'10:14:11 2U10 6 d 4.00 12 3x12 = zoo 12 6xIO Mr10H5= Sx6 = Sx6 = 10.8-4 15-0-0 6-0- 20-4-8 25-11.15 34-0.0 16 6< MZ -0. 4-0-8 - 5-7-7 e-0.1 3x6 = Scale = 1:61.9 Plate Offsets (X Y)-- 12:0-1-15 Edgel 13:0-3-0 Edael (5:0-5-0 0-1-131 17.0-2-7 Edgel 19.0-0-6 Edael LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ved(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 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.86 Hom(CT) 0.34 9 n/a nda BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 1571b FT=O% LUMBER - TOP CHORD 2x4 SP M 30 *Except- 3-5,6-7: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'ExcepP 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=T312/0-8-0 Max Horz 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 ob bracing. FORCES. (lb) - Max. CompJMaK Ten. -All forces 250 (Ile) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, 8-9=-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=-179/522,8-12=-893/660, 8-11=01303 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) and C-C Exterior(2) -1-0-0 to 2-4-13, Intedogl) 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 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) 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 1001b uplift at Joint(s) except Jt=1b) 2=803,9=803. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 663E 6904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 A WARN/MO-Vedtydes/gnperdmofen.dRVDNOTESONTN6ANDMCLUDEDMREKREF RANCEPAWM674Mrav- tW0Y101SBEFONEUSE �- Design valid for use only with MITeks) connectors.l is design Is based only upon parameters shown, and Is for on hdrilouol building component, not a Irma system. Before use, the bulldhg designer must verify the applicablllly of design parameters and properly Incorporate this design Into the overall bu3dingdedgn. Brooing Indicated Is to prevent buckling oflndNidaol fuss web and/or chord members 0 y. Additional temporary and permanent bracing MST®k Is always required for stcbOHy and to prevent collapse wlm possble personal Injury and property damage. For general guidance regarding me 8904 Parke East BNtl. fabrication, storage, delNery. erection and bracing of trusses and truss systems, seeAN91/IPII NualHv Marks, DS949 and SCSI Building Component Tampa, rk East B Solely Mformationovallable from Truss Plata Institute, 218 N. Lee Sheet Suite 312, Alexandria, VA 22 14.33610 Job Truss Oly Ply 11323T16686480 M11323 A7 PssType ECIAL 1 1 [IbReference(ooional) Chambers Truss, Inc., Foil Pierce, FL e.a4u s uec o zu o ran ax mousmes, nic. vveu r+P, u ,o: Scale = 1:60.8 5x6 = 5x6 = I- a 5xt2 = 2x3 II 3x6 3x12 = 2.00 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) VdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 Vert(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 2441190 BCLL 0.0 ' Rep Stress ]nor YES WB 0.95 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017?PI2014 Matdx-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 puffins. 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. (Ib/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 (Ib) 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 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; 8=52ft; L=34ft; save=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-M to 2-4-13, Interior(1) 2-4-13 to 31-73, Extedor(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) 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 3-6-0 tall by 2-M 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 beading plate capable of withstanding 1001b uplift at joint(s) except 6t=1b) 2=803,7=803. Wafter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 8904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Job Truss Truss Type Oty Ply T76688481 M11323 AS SPECIAL 1 1 �M11323 Job Reference (optional) unarri i russ, mu., ran nercn, r, 4.00 12 302 2.00 12 axis = 3x4 = 4 21 5 2YJ 11 Sx8 = 6 22 7 v.n 12 11 5x12 = 3x4 = 4x5 = Scale =1:60.6 0I LOADING (psQ 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 FBC2017rTP12014 CS]. TC 0.78 BC 0.90 WB 0.69 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (loc) Vdefl Ud 0.65 12-13 >624 360 -1.0812.13 >379 240 0.33 9 n/a n/a I 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 pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8-0 Max Hum 2=-129(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 2-3=-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=-102811721, 5-13= 3001797,5-12=-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=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 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 tomes & 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 nonconcurrent with anyother 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 ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (jt=lb) 2=BO3, 9=803. Welter P. Finn PE No.22839 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Dale: April 3,2019 A WARN69G-VMfydea/gn pammetemandNEAD NOTES ON TN/SANDINCLUDEDMREKNEFERANCEPAGER674nmv. 10 2015BEFONEUSE Design valltl for use only with MOek® connectors. Ihls tleslgn Is based only upon parameters mown, and Is far an IntlNltlual buliDing component not ■■ a inly system. Before use, the buading tlesigner must verity the applkabllity of tleslgn parameters antl properly Incorporate this design Into Me overall budding design. Bracing altlicafed Bfopreventbustling of lntlNltlual hussweb antl/or chortl members only. AtlditloI temporary antl permpnen}bracing MiTek' b always required for doba6y antl to prevent collapse with possible personal Niury and property damage..For general gultlance regortling the robaconon, alorage. delivery: erection antl bracing of huss.s antl truss systems, seeANSI/IP11 GualMv CMglp, D3B B9 and aQI Bu3dNg ComOononl 312, Aiexondtlo, VA 22 1d. 8904 Perice East Blvtl. Tampa, FL 33610 SOf.h, Info ml itlonovoaobi. ham Truss Plate Insktufe. 218 N. We Skagit Sun. Job Truss Truss Type Oty Ply M11323 T76686482 M11323 A9 HIP 1 1 Job Reference (optional) l narnoerS I., mc., on r,.... rL 4x4 = 4.00 Ft2 4 3x4 = 2x3 11 4x8 = 24 525 26 6 27 7 Scale=1:68.6 3x5 = 3x8 = 3.6 = 6x8 = 3.6 = 3x4 = 3x5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, In (lac) I/defl L/d PLATES GRIP TCLL 20.0 Plate Gulp DOL 1.25 TC 0.35 Ve It I( -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.3811-21 >432 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 156 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc purtins. 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=1616/08-0 Max Horz 2=109(LC 9) Max Uplift 2=430(LC 10). 9=-249(LC 10), 13=-928(LC 10) Max Gmv 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) FORCES. (Ib) - Max. CompJMax. Ten. -All fames 250 (lb) or less except when shown. TOP CHORD 28=-1275/1025, 3-4=-913/708, 4-5= 829f7O5, 5-6=-565/807, 6-7— 565/807, 78=-104/278, 8-9=341/235 BOT CHORD 2-15=-836/1187, 13-15=84/309, 11.43=-256/348, 9-11=-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=-8371703 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.Cps1; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Intenor(1) 2-4-13 to 5-2-5, Extedor(2) 5-2-5 to 14.9-11, Interior(l) 14-9-11 to 19-2-5, Exledor(2) 19-2-5 to 28-9-11. Interior(l) 28.9-11 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and fames & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all. areas where a rectangle 38-0 tall by 2-M wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=430, 9=249, 13=928. Walter P. Finn PE No.22939 MRek USA, Inc. FL Cart $634 8904 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 Q WARNING-Vex/ry✓estenp2mmeW= Wd RAAONOTES ON TN/SANO N•CLUDEO ArMWfiEFER4NCEPAG6M 74M rev. 104%32015HEfOREUSE Design volltl far use only with Mnek®connedors. finis design Is basatl only upon parameters shown and Is for an IndMduol bullcIng component not a buss ryslem. Before use, the bulk Ing designer must verify moo "co"'ofdeslen parameters antl props"In0 porote tNs tledgnInto the overall bueding de sign. Bre Intllcafed6 to prevent buckling of 01dMdud tnn v web and/or chord members.Ny. Atldimonal temporary and pertnanehf bracing T M�IBk Is alwaysrequeedfor slabaity and to or collapse with possible personal Injury antl prapedy damage. For general gultlance regartling the fabncaflon storage, delivery, erection and bracing of musses Ono rtiss systems, seeAN3VIP11 CuoIBV CModa, DSB-09 and SCSI Bu10Np Componanl 6304 PePxe East Blvtl. Safety mrarmafbnwaeatole mom True Plate Imfitute. 218 N. Lee Smeet. Suite 312 Alexantlrb, VA 22 14. Tampa, FL 33610 Job Truss Truss Type Oty Ply T76686483 M11323 GRA HIP 1 1 �M11323 Job Reference o Bonal Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MITek Industries, Inc. Wed Apr 310:14:15 414 = 11 14 Scala = 1:60.6 3x5 = 3x6 11 3x6 = 6x8 = 3x6 = 6x8 = 4x4 = 6x8 = 8-0-0 11-1-1 78-6-0 26-0.0 34.0-0 B-0-0 1 as-9 Plate Offsets Q(Y)— [2:0-2-2 Edce1 [3:0-3-8 Edcel 121:088.Edoe1 [24:08-8 0-3-01 127:0-38 0-3-01 LOADING (psf) SPACING- 2-0-0 CS]. DEFL in (loc) Vdeg Ud PLATES GRIP TCLL 20.0 Plate Grid DOL. 1.25 TC 0.91 Vert(LL) 0.20 24-35 >914 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.24 29-32 >552 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 Horz(CT) 0.02 22 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 194 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc pudin. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1 Row at midpt B-21 BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. JOINTS 1 Bruce at Jt(s): 7,.8, 19, 17, 14 REACTIONS. All bearings 0-8-0. (lb) - Marc Hors 2=-179(LC 6) Max Uplift All uplift 100 lb or less at joints) except 2=-351(LC 8), 27=-1168(LC 8), 26=-1495(LC 8). 22=-625(LC 8) Max Gmv All reactions 250 lb or less at foint(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=-304/838, 5-7= 588/1209, 7-8=-588/1209, 8-12=-588/1209, 12-13=-588/1209,13-15=-588/1209,15-18=-58alI209,16-18=-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=85/351, 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.Opsh h=14ft; 8=52h; L=34f ; eave=6N; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 351 lb uplift at Joint 2, 1168 lb uplift at joint 27,1495 lb uplift at joint 26 and 625 Ib 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 pudin along the top and/or bottom chord. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 lb down and 461 Ito up at 26-0-0, and 967 lb down and 461 lb up at 8-0-0 on bottom chord. The designtselection of such connection device(s) Is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Walter P. Finn PE No.22838 MTek USA, Inc. FL Cert6634 89U Padre East Blvd. Tampa FL 33810 Date: April 3,2019 Job Truss Truss Type Oty Ply M11323 GRA HIP 1 1b [1323T16686483 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL n.Laus Uea DIUMMneRrnuusmes,mc. vvau nPr u u w.m ram rayec ID_etCicxC3ixVV7huls7ypJyuFUK-ZX6oYTeGbP99ysG5g17m1RFCnIAvDSAZlv7L1 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, 29-3D=-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) A WABNWG-VedfydeslgnparemehraendflEAO NOTES ON TN/SANDWCLUDEDMR KBEFEBANCEPAOSM 74nmz fa=V15BEFOBE USE Design valid for use only with MT&S, connectors, fills design Is based only upon parameters shown, and Is for an IndMdual building component, not a buss system. Before use. the building designer must verity the applicability of design parameters and properly Incorporate this design Into Me overall buildingdesign. Bracing Indicated is to buckling of Individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' prevent Is always requlred for stotAly, and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication storage, delivery. erection and bracing of husses and huss systems. seeANSURIT CualB CNUW, 05649 and 6CSI Building Component 69M Pence East Blvd.Sate . Nformationavalloble from Truss Plate Institute.218 N. Lee Sheaf, Suite 312. Alexandria, VA 2214. Tampa. FL W610 Job Truss Truss Type Dry Ply M11323 T76686404 M11323 GRB HIP 1 1 Job Reference o tional Scale-1:58.6 5,02 MT16HS = 4x10 — 5x12 MT18HS = 4 00 12 2x3 II 46 = 2x3 11 i6 le 4x6 = 3x6 II 5x6 = 602 = 6x12 = 5x6 = 3x6 II 46 = 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 NO Code FBC2017/TPl2014 CSI. TC 0.80 BC 0.68 WB 0.90 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (too) Well L/d 0.22 16-19 >999 360 -0.3016-19 >820 240 0.06 9 n1a n/a PLATES MT20 MT18HS Weight: 153 lb GRIP 2441190 244/190 FT=0 LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 2x4 SP ND.3 *Except* WEBS 1 Row 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=474/0-8-0 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 (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 BOTCHORD 2-16=-1729/3460, 14-16=-1753/3525, 11-13=-2621733, 9-11=-241/668 WEBS 3-16— 435/1209,3-14=-1552/774,4-14=-837/691,7-13=-878/713,8.13=-0635/1919, 8-11=-43PJ1204,6-14=-1453/2814,6-13=-0198/1807 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vint=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=14ft; B=521t; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 853 He uplift at Joint 2, 2590 Ito uplift at joint 13 and 3451b uplift at joint 9. 8) Girder carries hip end with 8-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 967 Ito down and 461 lb up at 26-0-0, and 967 It, 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. 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 (plo Vert: ;1-3=-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.22939 Mi7ekUSA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING-VONrydeslgOPerametereeOd READNOTES ON TNISANDNCLUDEDMi KBEFEBANCEPAGEM67415ray. fa=015BEFOBEUSE Deslgn valltl far use only withM6ek®eonnectars. This tleslgn Is based only upon parameter shown and Is for an IntlNldual bulIcing component, not ��- a huss system. Baton use, the bu"ding tleslgn" must verlN the applicabelty of tlesig^Parameters and properly Incorporate ihk tleslgn Into the overall bWltling tleslgn &acing lndlcafetl is to prevent bucWNB of NtlNId .1 frtm web and/ar chord members only. Additional temporary and pe0nanenf bracing exdk iViiTek' k always requVetl for stabeHy and to prevent collapse wlmf le personal a4urY and property tlamage. For general guidance regartllnB Me fabrication storage. tlelNery. em rt.. antl braaing of tomes antl huss Systems seeAN5U1P11 GupIM CM�do, DSBd9 and 9C318u1dbp ComponoN Soby hfarmatbrxwailable [tom Luss flats Imtltufe. 218 N. Lee Sheet Sun. 312 Plexantltla VA 22 1d. 6906 Parke East BNtl. Tempe, FL 33610 Job Truss Truss Type Oty Ply T76688484 M11323 GRB HIP 1 1 �M11313 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 16=-641(F) 11=-641(F) 8.240 s Dec 6 2018 MITek Industnes, Inc. Wed Apr 3 10:14:17 ZUIU Page 2 ID:SrReEyyrgg4M78G4raWBLWyuFUJ-VWDYzegX71 PtBAPUy81 EksLa8YgehNuslDcR6DzUSgq A WARNING -Verify dapgn pa®mafan and READ NOTES ON THIS AND INCLUDED MHEKREFERANCEPAGE MIF747a rev. faN.M1115 BEFORE USE • Deslgn valltl for use only wHn Mask®connectors. n' deslgnu based only upon parameters shown. pntl is for on lndlNdupt bulltling component,not ■■ a true system. Before use, the bulltling tleslgner must veAfy the pppllcablllty of tlaslgn parameter antl propeAy Incorporate In, deagn Inro Me overall bWtling tleslgn. Brpdng red is to prevent bucklingof lntllvltlupl truss web pntl/ar cnortlmembers only. AtltlHlonalfemporprypntlpennpnenfbmtlng MiTek' Is always requketl for stpbllity and ro prevent cdlapse wkh possible personal lnlury pntl property tlampge. Forgenerpl gultlance legartling the fpbdcptio, stprpge, tlelNery, erecSan end bracing of busses and hu59 systems, seaANSURII Cup�6y CrB�dp, DSB-09 and lCSI Bu2dhp Component 6904 Parke East BNd. Sw Inlermplbnwe.bl. hom True Plcte Wtitufe. M N. Lee Sheet, Sun. 312. Alexpnddp. VA 22314. Temp., FL M610 Job Ply M11323T76686485 �Truss M11323 J2 �Tnuss`lrype MONO TRUSS r 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 3x4 = b24U s Uec J zaltl Pall eK lnausul Inc. Wee Apr a1u: 14;11 m10 rage1 ID:x11zSIzTbJCDIIrGPHI OukyuFUI.VwDYz9gX71 PtBAPUy81 EksLkpYzDhbOsIDcR6DzUSgq LOADING (psQ SPACING- 2-M CSI. DEFL. in (loc) Well L/d TOLL 20.0 Plate Grip DOL 1.25 TO 0.18 Vert(ILL) -0.00 7 >999 360 TCDL 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 n1a n/a BCDL 10.0 Code FBC20177rP12014 Matdx-MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Horz 2=67(LC 10) Max Uplift 3=-28(LC 10), 2— 136(LC 10). 4=.3(LC 7) Max Gmv 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. Scale = 1:7.8 PLATES GRIP MT20 244/190 Weight: alb Fr=O% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc pur ins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=14h; B=52f ; 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 R 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) Pmvide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3, 136 It, uplift at joint 2 and 3 lb uplift at joint 4. Walter P. Finn PE No.22639 MRek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Job Truss Truss Type Oty Ply M11323 T1fi68fi4B6 M11323 J4 MONO TRUSS 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s Dee 6 2018 MITek Industnes, Inc. Wed Apr 3 10:14:18ZUlU sage 1 ID:PDYLfd_5MGK4MSOTz?ZfRxyuFUH.z6mxAUg9uK)CkpK—gVrYTH3trCyFm02G0 tL7efzUSgp Scale=1:11.1 a-0-d LOADING (pso SPACING- 2.0-0 CSI. DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.39 Ved(LL) 0.02 4-7 >999 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.37 Ven(CT) -0.02 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES INS 0.00 Horz(CT) -0.00 3 n/a in/at BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 14 lb FT=0 LUMBER. GRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-0-0 cc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechanical Max Hom 2=104(LC 10) Max Uplift 3=-80(LC 10), 2=-161(LC 10), 4=-7(LC 10) Max Grav 3=90(1-C 1), 2=207(LC 1), 4=69(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=141t; B=52ft; L=34ft; save=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 psi bottom chord live load nonconcurront 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 andany 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 80 lb uplift at joint 3, 161 lb uplift at joint 2 and 7 lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cad 6634 8904 Parka East Blvd Tampa FL 33610 Data: April 3,2019 Q WARNING-Vetlly Cas/9a Paramafe®enCREAONO7ES OMMMANDMCLUOEOMREKREFERANCEPAGEW74M.V.. iSVIKIdnISBEFOREUSE. Design vard for use only with MrrekO connectors. This design Is based only upon parameters shown and Is for an IndlVduol bulloing component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall buadingde.9gn. Bracing Incocrted Is to prevent budding of hdMducl muss web andlor chord members only. AddHionaltemporary and permanent bracing MiTek' Is always required for stab9Hy and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobdcaflon storage, delivery, erection and bracing of trusses and truss system& see,WSVrPII CualSv Criteria, DSB-09 and SCSI Building Component 6904 Palle East Blvd. Safety Informationc,cl able from Truss Plate Instihno, 218 N. We Sheet, Sulte 312, Alexandria. VA22514. Tampa, FL 33610 Job Tress Truss Type OtY Ply T16686487 M11323 J6 MONO TRUSS 8 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.2406 Doc 62018 MI I eK Inaustnes, Inc. Wea Apr a 1U:14:1u zurs 3x4 = Scale =1:14.6 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Vdetl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.36 Vert(LL) 0.11 4-7 >629 360 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Ven(CT) -0.12 4-7 >617 240 BCLL 0.0 ' Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MP Weight: 20 In FF=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=145/Mechanical, 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 Grav 3=145(LC 1), 2=279(LC 1).4=102(LC 3) FORCES. (lb) -Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.Opsf; h=14ft; B=52N; L=34ft; eave=6ft; Cat. IC Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exledor(2) zone;C-C for members and farces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of buss to bearing plate capable of withstanding 131 Ib uplift at joint 3, 194 In uplift at joint 2 and 8 Ib uplift at joint 4. Wafter P. Finn PE No.22839 fdTeltUSA, Inc. FL Cart6634 8904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Job Truss Truss Type Oty Ply M11323 J8 MONO TRUSS 20 1b [11323T16686488 Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 3x5 = c.eau s Dec o zu 18 MITex inawnies, mc. Wud Api u w.,-r.m cam age ID:tP6jtz-j7xSx_c 004uz9yuFUG.SJLJOghnfefa0UZt3Z31gHOzMMbu9VW9CX5YA5zUSgo Scale = 1:17.4 e-o-o LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.62 VerULL) 0.26 4-7 >367 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.30 4-7 >319 240 BCLL 0.0 Rep Stress Incr YES W B 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 26 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied orb 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 1(I), 4=-15(LC 10) Max Gmv 3=188(LC 1), 2=352(LC 1), 4=145(LC 3) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; save=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2)-1-0-0to 2-4-13, Intedor(1) 2-4-13 to 3-1-13, Extedor(2) 3-1-13 to 7-11-8 zone;C-C for members and forces & MW FRS for reactions shown; Lumber OOL=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 a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 175lb uplift at joint 3, 228 lb uplift at joint 2 and 15lb uplift at joint 4. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 8984 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Job Truss Truss Type Oty Ply T76686489 M11323 KJ8 MONO TRUSS 4 1 �M11323 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 6.240 s Dec 6 2018 MITek Industries,. Inc. Wed Apr 3 10:14:20 2019 Page 1 ID:Lcg54J?LuEancmZr40b7 W MyuFUF-wVvhbAiPOynR2d83dGaxMUxDGmyGumlRBg6iYzUSgn Scale -120.3 3x4 = -..,, 6 3x4 = LOADING (psf) TCLL 20.0 TOOL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0. Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress [nor NO Code FBC2017/TP]2014 CSI. TC 0.29 BC 0.30 WE 0.46 Matrix -MS DEFL, in Vert(L-) 0.07 Vert(CT) -0.12 Hord(CT) 0.02 (loc) VdeB L/d 7-10 >999 360 7-10 >999 240 6 1 1 PLATES GRIP MT20 244/190 Weight: 44111 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied orb-0-0 arc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid calling 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 Harz 2=244(LC 8) Max Uplift 4= 205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Grav 4=245(LC 13), 2=466(LC 1). 6=590(LC 13) FORCES. (Ib) - Max, CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 22_ 1151/523 BOT CHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330,3-6=-1236/755 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14N; B=52ff, L=34ft; eave=6f; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem 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, 305111 uplift at joint 2 and 286 Ib 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 (plf) Vert: 2=0(F=27, 8=27)-to-4=-152(F=-49, B=-49), S=G(F=10, B=10)-to-5=-56(F=-18, B=.18) Walter P. Finn PE No.22839 MTek USA, Inc. FL Cedfi634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ,& WARNING. Vadfydas/grPmametemendREAO NOTES ON TN/S AND INCLUDED AUIEKREFERANCEPAGEAUL7479rea. faAa2015eEF01?E USE �- Design valid for use only with MBelda connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a buss system. Before use, the buading designer must vedly the applicability of design parameters and properly Incorporate this design Into the overall buading design. Bracing Indicated Is to prevent bucIding of lndNdual truss web and/or chord members only. Acidiaonal temporary and permonent bracing M!Tek' Is olways required for sfaID11ty and to prevent collapse with passible personal lnlury cnd property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of teases and buss systems, seeANSVIP11 CuaNptys, CMeic. DSB49 and BCSI Building Component Safety mlormalbrpvolloble both buss Plate Institute, 218 N. Lee Sheet; Suite 312, Alexandria, VA 22314 69" Parke East Bind. Tampa, FL 33610 Symbols PLATE LOCATION AND ORIENTATION 1 S/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. For 4 x 2 orientation, locate plates 0-1W from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension Is the plate width measured perpendicular 4 x 4 to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output.' Use Tor I bracing If Indicated. Indicates location.wherebearings (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 1 dimensions shown in sixteenths Ill (Drawingsscale) not to scale) I 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETIERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT. FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS: PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311,ESR-136Z 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 ANSIIrPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved mm M7ek' MiTek Engineering Reference Sheet: MI-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Addi}ional stability bracing for truss system. e.g. diagonal or X-bracing, is always required. See BCSL 2. Truss bracing must be designed by an engineer. For wide truss spacing.. individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on Inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other Interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1, 7. Design assumes trusses will be suitably protected from. the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted,- moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, eve, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and sae, and in all respects, equal to. or better than that specified. 13. Top chords must be sheathed or pur ins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing. or less, if no ceiling is installed, unless othenvise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.