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. r y Iw �� MiTek® RE: M11323 M11323 Site Information: Customer: WYNNNE DEVELOPEMENT CORP Project Name: M11323 Lot/Block: Model: Mf1323 Address: N/A City: PORT ST LUCIE Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017[TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 13 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date I T16686477 a 4/3/2019 2 T16686478 a5 4/3/2019 3 T16686479 a6 4/3/2019 4 T16686480 5 T1668648 a7 a8 4/3/2019 4/3/2019 Q� 6 T16686482 a9 4/3/2019 �`l� ® �� FILE 7 T16686483 gra 4/3/2019 8 T16686484 grb 4/3/2019 9 T16686485 j2 4/3/2019 10 T16686486 j4 4/3/2019 II T16686487 j6 4/3/2019 �A� REVIEWED FOR 12 T16686488 j8 4/3/2019 13 T16686489 kj8 4/3/2019 CODE COMPLIANCE The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named Is licensed in the jurisdiction(s) Identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific Information included Is for MiTek customers file reference Purpose only, and was not taken into account In the.preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/fPI 1, Chapter 2. 1oft ST. L.UCIE COUNTY B®CC T.No ER P.le6 EN22839 10 �40 . �� 00 STATE OF ,ONA, E,�%%' Water P. Finn PE No.22939 Mllek USA, Inc. R. Ced 6634 69B4 Parke East BAN. Tampa R. M10 April 03, 2019 mtw Finn, Walter Job Truss Truss Type Oly Ply ' Tlssesan M11323 A COMMON 9 1 �M11323 Job Reference o tional cnambers I cuss, mc., ton rierce, rL �1 d 4.00 12 4x5 = 27 Scele = 1:57.13 17 '- 15 -- - 14 '- 12 34 = 2x3 It 418 3x8 = 3x8 = 4x6 — 2x3 II 3x8 = LOADING (psf) TCLL 20.0 TOOL 7.0 BOLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Mat YES Code FBC20171TP12014 CSI. TC 0.39 Sc 0.58 WB O.fiS Matrix -MS DEFL, Vert(LL) Vert(CT) - Horz(CT) in (loc) "deftUd 0.32 14-15 >999 360 -0.6114-15 >670 240 0.12 10 n1a n/a PLATES GRIP MT20 244/190 Weight: 1631b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directlyapplied or3-7-12 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-11-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Itt/size) 2=136210-8-0, 10=13fi2/0-8-0 Max Horz 2=-179(LC 8) Max Uplift 2=-832(LC 10), 10=-832(LC 10) FORCES. (I s) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 23=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: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52N; L=341t; 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, Intedor(1) 2-4-13 to 13-7-3, Exterior(2) 13-73 to 20-4-13, Intedor(1) 20-4-13 to 31-7-3, Extedor(2) 31.7-3 to 35-0-0 zone;C-C for members and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate gdp DOL=1.60 3) This truss has been designed for a 10.0 pat bottom chord live load nonconcumant with anyother 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 SPOOL = 10.0psf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100lb uplift at joints) except (jt=1b) 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 471b up at 15-0-0, and 50 lb down and 47 Its up at 19-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-6=-54,6-11=-54,18-21=-20 Concentrated Loads (lb) Vert: 26=-50(F) 27=-50(F) Walter P. Finn PE No.22639 MITek USA, Inc. FL Cert6634 6B04 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 O WARNWO- iredry dextem pererri,m. dREAD NOTES ON 7N/SAND INCLUDED AIMEKREFERANCE PAGE ami ree 1041 117E0RE USE Design valid for use only with MIT00 connectors, This design Is based only upon parameters shown, and Is for an IndMdual building 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 buatlingdeagn. Brechlg indicated is to prevent buckling of individual buss web and/or chord members only. Addlionaltemporaryandpermanenibracing MfTek• Is always required for slcbllity and to prevent collapse with possible personal Injury and property damage. For general guidance regarding raja fabAcalbn, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPII Qua[ Bv 6medo, D58-09 and BCSI Building Component [ Blvd. 6906 Parke East rk East0 Safety Infomtationavaiiabie from Truss Plate Institute. 218 N. We Shoat. Suite 312 Alexandria, VA 22 14. Tampa, Job Truss Truss Type OfY Ply M11323 T76686478 M11323 A5 SPECIAL 9 1 Job Reference (optional) —.v o,.., ..... ...._,.,,. . ...___._ Scale =1:59.8 5x81VIT18HS II 4.00 12 6 13 12 502 = 2x3 II 3x6 = 3x12 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20171TP12014 CSI. TC 0.85 BC 0.90 WE 0.60 Matrix -MS DEFL. in (loc) Well Ud Vert(LL) 0.76 14 >539 360 Vert(CT) -1.18 13-14 >344 240 HOrz(GT) 0.36 10 n/a rVa PLATES MT20 MT18HS Weight: 1551b GRIP 244/19G 244f190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural 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=1312/0-8-0, 10=1312/0-8-0 Max Hors 2=-179(LC 8) Max Uplift 2=-803(LC 10), 10=-803(LC 10) FORCES. (lb) -Max. CompJMax. 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=0/269 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsfi h=14ft; B=52tt; L=34tt; eave=6N; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 24-13, Intedor(1) 24-13 to 13-73, Extedor(2) 13-7-3 to 20-6-4, Interior(l) 20-6-4 to 31.7-3, Extedor(2) 31-73 to 35-0-0 zone;C-C for members and tomes & MW FRS 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 pal bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (byothers) of truss to bearing plate capable of withstanding 100 to uplift atjoint(s) except (jt=lb) 2=803. 10=803. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart 6634 6984 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 O WAHNNG.Veafydesi9ep9mvnerereand NEAONOTES ON TNISANOMCLUOEOM/TEKHEFENANCEPAGEM674M.re.. 1aV31?0158EF0NEUSE vailtl far use only with MRek®connectors. This design Is based 0Ny upon parameters shown and Is for an Individual bulitling component not Ogn a puss system. Before use, the to Iding dedgnor must verity Me applicablllry of design parameters and properly Incorporate ruts design Info the overall membersoNy. AddMonaltemporaryandpermanentbraUnO MiTek' bW Ingdesign.&odnglMlcotad6topreventbucklingofhdMtluoltnmweband/or chord Is always reauimdforem IN and topreventcoliopse with possible personal Injury ontl property damage. For general guidance regarding rap fabticanon storage, tlelNery. erection and bradng of musses ontl frL. systems. seeANSVIP11 GualBv CMeM, DSB-09 ontl t1C91 BUBtlhp Componml 6904 Parke Eest BNd. Safrrlyhfortnatbrpva0oble from Tni�. Rote InsII m218 N. Lae Sfreef. Suite 312 Alexandrlo. VA 2214. 7mpe, FL 33810 Job Truss Truss Type City Ply M11323 A6 SPECIAL 1 1b [1323T76686479 Reference (optional) unamoers I russ, Inc., -ors rierce, rL d 6x10 MT18HS= 4.00 F12 5x8 = 5 6 5x6 = 2x3 II 316 3x12 = 2.00 F12 Santa = 1:61.9 LOADING (psf) SPACING- 2-" CSI. DEFL, in (too) Vdefl L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 Tic b.81 Vert(L-) 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 2441190 BCLL 0.0 Rep Stress [nor YES WB 0.86 Horz(CT) 0.34 9 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 157 lb 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. BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 *Except' 5-14: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=f312/0-8-0 Max Horz 2=-169(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-4=-5491/3336, 4-5=-5095/3071, 5-6=-2314/1551, 6-8=-2398/1533, 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.OpsY h=14ft; B=52ft; L=34ft; save=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-4-13, Intedor(1) 2-4-13 to 31-7.3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 pat bottom chord live load nonconcurrent with any other live loads. 6) ' This trues has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joints) 2 considers parallel to grain value using ANS1rTP11 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 61=11b) 2=803, 9=803. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cod 6634 8904 Parka East Blvd. Tampa FL 33610 Data: April 3,2019 O WARNING- Verily designpemmefemand READNOTES ON THISAND ITCLUDED MREWREFERANCEPAGEMbsrfnmv. lNaa20156EFOREUSE Design valid for use only with MgekS, connectors. This design Is based only upon parameters shown, and Is for an Individual bustling component, not �'- a truss system. Before use, the bustling designer must verity the applicability of design parameters and properly Incorporate mis design Into the overall building design. Biacing Indicated is to prevent bucl0ing of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' Is always required for stability and to prevent collapse wM passible personal Injury and property damage. For general guldaoce regarding the fabrication, storage, delivery, erection and bracing of trusses and Luss systems, s.eANSVrFI1 CuaBH Cmnh, D9B-09 ono tIC31 BuOamp Component 6904 Pedce East BNtl. Safety Informtiona a9ablefrom Truss Plate Institute,218 N. Lee Street Suite 312. Alexandtla. VA 2214. Tamp., FL 33610 Job Truss Truss Type Cry Ply T16686480 M11323 A7 SPECIAL 1 1 �M11123 Job Reference a tional Chambers Truss, Inc., Fort Pierce, FL b.24Usuec bZUlb MllexmGusme9,ma, vveaH r o IUl i 5xe = 3x12 2.00 12 5x6 = 5x12 = MU f1s-a I -Do I I I 25511 -5 1 30za-7-7 8o- 0o-.64 a5-2 3,13 = Scale =1:60.8 Plate Offsets (X Y)— f2.0-1-15 Edcel r4:0-4-00-2-31 f7.0-0-2 Edcel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl 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 Incr YES WB 0.95 Horz(CT) 0.34 7 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 147 lb FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 "Except" 4-11: 2x4 SP M 30 REACTIONS. (lb/size) 2=131210-8-0, 7=131210-8-0 Max Hom 2=-149(LC 8) Max Uplift 2=-803(LC 10), 7=-803(LC 10) BRACING - TOP CHORD Structural wood sheathing directly applied ore-2-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. FORCES. (lb) - Max. Comp./Max. 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: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; 3=52f; L=341t; eave=61t; Cat. II; Exp C; Encl., GCpl=0.18; MW FRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, EMedor(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 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, 7=803. Walter P. Finn PE No.22839 Mifek USA, Inc, FL Celt 6634 6904 Parke Ent Blvd. Tampa FL 3361D Dale: April 3,2019 ,&WARNMG- Vedrydeslgn pe.m emend READ NOTES ON TH/SANO MCLUDED MITEKREFERANCEP4GEMa7473.V. 1045U&MBEFOREUSE. Design vblltl for use only wIM MgeIAD connecfors.lhis tledgn Is based only upon parameters shown, and Is for an IntlNltluci bulltling component, not p" system. Before use, the buatling tleugner must verity Me appllcabDlN of tleslgn parameters and prapedy Incorporate tHs designInto Me overall bulltllnB deagn. &acing lntlicatetl hlo bucl0ing oflntlNltlual tmssweb antllor chortl members only.. AtldiHanal temporary and permanent bracing baid MiTek- prevent raqulretl forsbblllN and fo prevent collapse wtth posUble personallnlury antl propeM tlamaBe. For general Buitlance regartling the 6904 Perko East Blvd. I.bdcptlon, sforaBe, delivery. erection antl bracing of frusses antl truss systems, seeAN91/IPO CUNNy CMOM, DSB-09 and SCSI BUDdhp Comppnonf Tampa, FL 33510 Serory Informolbmvaacble fiom Trust %ate IrtfiMe. 219 N. Lee Sfreet Suns 312, Alexandria, VA 2231d. Job Truss Thus Type Oty Ply 1011323 T76686481 M11323 AS SPECIAL 1 1 Jab Reference (optional) Chambers Truss, Inc., Fart Pierce, FL tl.Z9u a UBc G zul a ml I en mouslnes, Inc. vveo Hpr a r V: IA: m Scale=1:60.6 4.00 12 5x6 = 3x4 = 4 21 5 as It 5xB = 622 7 n/ 01 12 11 5x12 = 3x4 = Us = 3x12 = 2.00 12 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.78 BC 0.90 WB 0.69 Matrix -MS DEFL in (lac) I/de8 L/d Ve all0.65 12-13 >624 360 Ven(CT) -1.08 12-13 >379 240 Horz(CT) 0.33 9 n/a n/a PLATES MT20 MT18HS Weight: 154 lb GRIP 244/190 2441190 FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purfins. HOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or3-11-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1312/0-8-0, 9=1312/0-8.0 Max Horz 2=-129(LC 8) Max Uplift 2=-803(LC 10), 9=-803(LC 10) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-548aG444, 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=-0143/5224, 12-13=-1956/3292, 11-12— 1369/2481, 9-11 =-I 705/2827 WEBS 3-13=-396/420, 4-13=-1028/1721,5-13=-300!/97,5-12=-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; 8=52f; L=34f ; eave=6fl; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-4-13, Interior(1) 2-4-13 to 31-7-3, Exterior(2) 31-7-3 to 35-0-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 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 verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at join(s) except Gt=lb) 2=80319=803. Walter P. Finn PE No.22839 MTek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ®WARNWG.Ved/ydestgnpemmetereand READNOMS ON MZMDINCLUDEOMI KREFERANCEPAGEM674Mray. iWDYlO15BEFORE USE. Design valid for use only with Ml connectors. This design Is based only upon parameters shown, and Is for an IndNlducl building component, not a Muss system. Before use. the building designer must verify Me applicablity, of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to bucking of lndMdual truss web and/or chord members only. Additional temporary and permanent bracing WOW prevent Is always required forstabany and to prevent collapse with possible personal inlury and property damage.. For general guidance regarding the fi904 Palle East Blvd. fabrication, storage, delnvery, erection and bracing of trusses and truss systems, seeANSVmII QualityCdloda, D3B419 and BC91 Building Component Sal Infu(me onsivallable from Truss Nate Immune, 218 N. Lee street, State 312 Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Cry Ply M11323 • T16686482 M11323 A9 HIP 1 1 Job Reference (optional) cnamDers I runs, inc., tort wares, rL a.z4ua wee a2Ule MI I eK me. weuH r:llU:l4a9Luiu 4.00 12 40 = 2x3 II 4x8 = 3x4 = 4 24 525 26 6 27 7 Scale-1:58.6 3x5 = 3xB = 3x6 = 6x8 = 3X6 = 3x4 — 3x5 10I 204 O 24-0-0 34-0-0 m-nn _ I rn.e.n 1 ,.X.n 1 1n.n-n Plate Offsets (XY)- r2:0-0-14 Edge? 17:0-5-4 0-2-01 r9:0-3-14 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0.18 11-21 >917 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 SC 0.54 Ven(CT) -0.38 11-21 >432 240 BCLL 0.0 Rep Stress [nor YES W B 0.89 Horz(CT) 0.02 13 n/a n/a BCDL 10.0 Code FBC2017/TP]2014 Matrix -MS Weight: 1561b FT=0 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. fib/size) 2=66310-8-0, 9=346/0-8-0, 13=1616/0-8-0 Max Horz 2=109(LC 9) Max Uplift 2=430(LC 10), 9=-249(LC 10), 13=-928(LC 10) Max Grav 2=685(LC 19), 9=386(LC 20), 13=1616(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-9 oc pudins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=4275/1025, 3-4=-913(708, 4-5=829/705, 5-6=-565/807, 6-7=-565/807, 7-8=-104/278, 8-9- 341/235 BOT CHORD 2-15=-836/1187, 13-15=-34/309, 11-13=-25W348, 9-11=-124/304 WEBS 3.15=4251501, 5-15=-444/665, 5-13=-1215/1079, 6-13- 264/300, 7-11=-255/396, 8-11=461/521, 7-13=-8371'703 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=5211; L=34ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 24-13, Interior(1) 24-13 to 5-2-5, Extedor(2) 5-2-5 to 14-9-11, Intedor(1) 14-9-11 to 19-2-5, Exterior(2) 19-2-5 to 28-9-11, Intedor(1) 28-9-11 to 31-7-3, Extedor(2) 31-7-3 to 35-0-0 zone;C-C formembers and tomes & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=430, 9=249, 13=928. WalterP. Finn PE No.22839 MRek USA, Inc. FL Cod 6634 8904 Parka East Blvd. Tampa FL 33610 Date: April 3,2019 A WARNWO-Verifyde gnpmametonrmd NERD NOTES ON WSANONCLUDED M1rEKREFENANCEPAGEMLL7473reV. 10=20156EFONEUSE • Design valid for use only with MRe*connectors. fill design is based on" upon parametersshown. end lsforanlndivldual bulltling component not e r system. Before use, the buatlhg designer musiveety the eppilcebllity of design pOremeleO and piopedy hoorporate tN designInto the overall bu6tlhg design. Bracing lntlicoled is to buckling of hdMduOl fora web and/or chord membersaNy. AddHionoltempomryend partnanent brachg M1Tek• prevent b always required for stability antl t0 prevent collapse wlin possible personal In1ury antl property tlamege. For general gultlance regartling the fabrkokon storage, CelNery, erection and bracing of busses antl toss Mtems. seeANS1/1P11 Cu0�8y CrBnla, DSB419 antl SCSI SUItlNp COmPonrrnl Sp4ty Inlamlatbrpv011oble from Truss Mote Ins1IMe, 218 N. Lee Street Suite 312. Alexentlrlo VA 22314. 6906 Parka East Blvd. Tampa, FL 33610 Job Truss Truss Type Oty Ply T76686483 M11323 GRA HIP 1 �1011323 1 Job Reference o Uonal Chambers Truss, Inc., Fort Pierce, FL 4x4 = 11 14 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:14:15 2019 Page 1 ixW 7huls7ypJyuFUK.ZX6aYTeGbP99ysG5gj7mfFiFCnIAVDSAZlv7L1 KzUSgs Scale v 1:60.6 N 31t2 0 3x5 = axis II 3x6 = &a = 3.6 = 6x8 = 4x4 = 6.8 = B-PO 11-1-1 1B-EO 26.0.0 34-0-0 6-0.0 3-1-1 1 7-0-15 1 7-6-0 1 8-0-0 Plate Offsets (X Y)-- 12:0-2-2 Edgel (3:0-3-e Edael f21:0.3-8 Edgel f24.0-3-8 0-3-01 (2T03-8 03-01 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (lac) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Ved(LL) 0.20 24-35 >914 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.57 Vert(CT) -0.242932 >552 240 BCLL 0.0 ' Rep Stress Incr NO WE 0.98 Horz(CT) 0.02 22 n1a n/a BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 1941b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing drectly applied or4-2-5 oc pudins. BOT CHORD 2x4 SP M 30 Except: WEBS 2x4 SP No.3 1Row at midpt 8-21 BOTCHORD Rigfd ceiling directly applied or 6-0-0oc bracing. JOINTS 1 Brace 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 It, or less at joint(s) except 2— 351(LC 8). 27=-1168(LC 8), 26=-1495(LC 8), 22=-625(LC 8) Max Grav All reactions 250 lb or less at joint(s) except 2-487(LC 17), 27=2232(LC 13), 26=2929(LC 14). 22=984(LC 14) FORCES. (Ib) - Max ComplMax Ten. -All forces 250 (Ib) 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=-58a/1209, 12-13=-588/1209,13-15=-588/1209,15-16=-588/1209,16-18=-5B8/1209, 18-20=-2230/1280, 20-21-2230/1280, 21-22=-2271/1263, 6-9=-12WOS, 9-11=106/3631 11-14=-193/412, 14-17=-94/271, 19-21=-143/272 SOT CHORD 2-29=-247/677, 27-29=-189/540, 26-27=--779/446, 24-26=-411/653, 22-24=-101MV2108 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.Opsf; h=14ft; B=52ft; L=34N; eave=6N; Cat. II; Eris C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gdp D0L_-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 3-0-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 Its uplift at joint 2, 1168111 uplift at joint 27, 1495 lb uplift at joint 26 and 625 lb uplift at joint 22. 8) Girder carries hip end with 8-0-0 end setback. 9) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. Waller P. Finn PE No.22839 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 9671b down and 461 lb up at MTek USA, Inc. FL Ced6634 26-0-0. and 967 lb down and 461 Ib up at 8-M on bottom chord. The design/selection of such connection device(s) is the 8904 Padre Ent Blvd Tampa FL 33BIO responsibility of others. Date: 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). April 3,2019 AWARNING.Ver/fydes/gnparamehnendREAONOTES ON MSMDNCLUOEOMREKREFERANCEPAGEM&74Mmv. MVVMMI15aFFORE USE Design void form oNywith Mneldiconnectors. ThIsdesign b based only upon parameten srown. and is for on Individual bufding component not o tuasystam. Before use, me bulding designer must vedfy me applicab0iry of design porometers and propedy incorporate dd1 design Into the overall bulding design, Bracing Indicated Is to prevent buckiing of individual tnm web and/or chord members ally. AddlBonol temporary and permanent bracing MiTek' Is always required for stobelty and to prevent collapse with possbo personal lnfury and property damage. For general gddance regarding the foloricatim storage, delivery, erection and bracing of trusses and teas systems saeANSUIPII Quality CdLdo, DS689 and 0101 Ruffling Component 69M Parke East Blvd. Safoty informationovalable from Truss Rate Institute. 218 N. tee Street, Salle 312. Alexandria, VA 22314. Tampa, FL M610 Job Truss Truss Type City Ply T76666463 M11323 GRA HIP 1 �M11323 1 Job Reference b tonal Chambers Truss, Inc., Fort Pierce, FL a.z4ua uec a zul a Nln eK mausmes, Inc. vveo npr a w: sv:m cu iv rugec ID:_elCl"C3izVV7huls7ypJyuFUK-ZX6oVTeGbP99ysG5gj7mfRFCNAvDSAZlv7Li KzUSgs LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-54, 21-23=54, 29-30=-20, 24-29=47(F=27), 24-33=-20, 3-11=-126(1` 72), 11-21=-126(F=-72) Concentrated Loads (lb) Vert: 29=-641(F) 24=-641(F) Q WASNiva-Varlrydest .mmarare and NEAP NOTES ON T XMD WOLUO£O MPEKBEPEBANOE PAGE M 7MMX 101132015BEFOBE USE Design valid for use only with MgekO connectors: This design is based only upon parameters shown, and is for an Individual bullaing component. not ■■ a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall bulldingdesign. Bracing indicated Is topreventbuddingofIndividual has weband/or chord members only. AddIronaltemporary and Permanent bracing MiTOW Is always required for stablllN and to prevent collapse with passible personal Injury and property damage. For general guidance regarding the fabricator. storage, delivery, erection and bracing of those; and truss systems seeANSVIPII Duality ClEeda, DS049 and SCSI Suldh0 Component 6904 ParRe East Blvd. Safety Infermalbrpvolloble from Truss Flare Insttste, 218 N. Lee Street Suite 312. Aleaondrla, VA 22314. Tampa, FL W610 Job Truss Truss Type City Ply , T76688484 M11323 GRB HIP 1 1 �101132*3 Job Reference o fional Chambers Truss, Inc., Fort Pierce, FL 8.240a Dec 62018 MITek Inc. Wed Apr 310:14:17 2019 4.00 FIT 4x6 = Sxl2 MT18HS = axe II 4xl0 = 5x12 MT18HS = 2x3 11 4x6 = 24 11 sa Sx6 = 6x12 6x12 = Sx6 = 3x8 II Scale=1:58.6 4x6 = &0.0 { 13.8-0 8-DO 5-8-0 20-4-0 fi-B-O 1 ea-o-u 5-8-0 I se-o-a 8-0-0 Plate Offsets (X Y)-- [3.0-9-00-2-81 [5:0-3-0 Edgel [8:0-9-0 0-2-81 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Vde6 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.80 Vert(LL) 0.22 16-19 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.3016-19 >820 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(CT) 0.06 9 n/a n/a BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 1531to FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 `Except' 4-14,7-13:2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-14 oc pur ins. BOT CHORD Rigid ceiling directly applied or 5-3-14 oc bracing. WEBS 1 Row at midpt 3-14, 8-13, 6-13 REACTIONS. (lb/size) 2=1269/0-8-0, 13=4057/0-8-0, 9=474/0-8-0 Max Harz 2=90(LC 7) Max Uplift 2=-853(LC 8), 13=-2590(LC 8), 9=,345(LC 8) Max Gray 2=1451(LC 13), 13=4743(LC 15), 9=528(LC 14) FORCES. (Ib) - Max. CompJMax. 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= 262/733, 9-11= 241/668 WEBS 3-16=-435/1209,3-14=-1552f774,4-14=-837/691, 7-13=-878f713, 8-13=-3635/1919, 8.11=-432/1204,6-14=-1453/2814, 6-13=-3198/1807 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasdl28mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water 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 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 be uplift at joint 2, 259016 uplift at joint 13 and 345 He uplift at joint 9. 8) Girdercarries 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 He up at 26-0-0, and 967 lb down and 461 Ib 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 (pit) 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.22839 MITek USA, Inc. FL Cart6634 6904 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 Q WARNNG. Vedfydeelenperemetereand READNOMSONWISANDWCLUDWMREKREFERANCEPAGEM674M-V-Ig 2015BEFOREUSE �- Design volld for use only with MmekB connectors. This design Is based only upon parameters shown, and Is for an Individual burding component, not a truss system. Before use, the bustling designer must verity the opplicablllty of design parameters and properly Incorporate cols ellInto the overall Is bucMing Individual truss members only. Addiffonaltemporary and permanent bracing M!Tek' bu0dingdesign. Bracing Indicated to prevent of web and/or chord Is always required for stability and to prevent collapse with possible personal lntury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSVTPII Quality CrBMo, DS8419 and BC51 Building Component 69M Parke East Blvd. Safety Informotionovallabie from Truss Hate Institute, 218 N. Lee Street Suite 312, Alexandria; VA 22314. Tampa, FL W610 Job Tess Truss Type Qy Ply • T166B6484 M11323 GRB HIP 1 1 �1411323 Job Reference o Borsl Chambers Truss, Inc., Fort Pierce, FL LOAD CASE(S) Standard Concentrated toads (lb) Vert: 16=-641(F) 11=-641(F) 8.240 s UOC 5 Zulu MI I ek m0esmes, me. vvea Apr J 1 u:19a t [m u rage I D:SrFlaEyyrg04M78G4mW BLW yuFUJ•VwDYz9gX71 PtBAPUy81 EksLa8YgehNuslDcR6DZUSgq O WANNMG-Vedrydea/gnpammetemmof READ NOTES ON THSANDINCLUDWM/ REFF NCEPAGEM&74Mmv. IGUIV01SSEFGBEUSE Design valid for use only with Mneksbconnectors. ins design Is based only upon parameters shown, and Is for on Individual building component, not �• a true system. Before use, the buUdhg designer must verify the applicabll0y of design parameters and properly incorporate this design Into the overall buldNg tleslgn. Bracing Indicated is to prevent buckling of lndNidual truss web and/or chard members only. Additional temporary and permanent bracing 1s. MOW 6 always mgLAred for stobuty and to prevent collapse wdh posslbie personal Injury and property damage. For general guidance regarding the storage, delivery, erection and bracing of busses and truss systems, seeANSVIPII Quality CdKl1a, DS"9 and SCSI Building Component 6904 Pe4ce East Blvd.fabrication, Safely Informutbawoliobie from T= Plate Institute. 218 N. Lee Sheet. Suite M Alexandria. VA 22314. Tampa, FL M610 Job Truss Truss Type Ory Ply T76686485 Ml 1323 J2 MONO TRUSS 8 1 �IVI11323 Job Reference o gonal Chambers Truss, Inc., Fort Pierce, FL 3x4 = 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:17 2019 Page 1 ID:x1?zSlzTbJCDIIrGPHIQukyuFUI-VwDYz9gX71 PtBAPUyeI EksLkpYzDhbOslDCR6DZUSgq LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lac) Vdefl Ud TOLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) -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 WE 0.00 Horz(CT) -0.00 3 n1a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=38/Mechanical, 2=141/0-8-0, 4=22/Mechanical Max Hors 2=67(LC 10) Max Uplift 3= 28(LC 10), 2=-136(LC 10), 4— 3(LC 7) Max Gray 3=39(LC 15), 2=141(LC 1), 4=31(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 8lb FT=0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-M oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=o.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 pat bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 28 lb uplift at joint 3, 136 lb uplift at joint 2 and 3 lb uplift at joint 4. Scale =1:7.8 Waiter P. Finn PE No.22839 MTek USA, Inc. FL Cart 8634 8304 Parke East Blvd. Tampa FL 33810 Date: April 3,2019 ,&WARNWO-V4dyydealgeparan,lMns ad READ NOTES ON MEMDNCLUDWWM REFER4NCEPAGEM674T4mx. 14=010aEFOH£DSE Doegn valid for use only with MIrek8connectors. This design Is based only upon parameters shown, and Is for an Intllvldual building component, not f- ■■ a true system. Before use. the building designer mustverfy the appllcoUlly of design parameters antl properly Incorporate this design Into Me overall buildingtlesign. BracingindIcotedIstopreventbucklingoflndidduaitrussweband/or chord members only. Addiflonoltemporaryandpermanentbracing MiTek- a alway9 requtred for stability and to prevent collapse with possible personal h4ury and property damage. For general guidance regarding the fobricolion, storage, delivery, erection and bracing of Musses and Muss systems, seeANSVTPII Quality Cdlado, DSb-09 and SCSI building Component 6904 Parke East Blvd. Safety Informationwallable from Tess Plate Immute, 218 N. Lee Sheet. Suite 312. Alexand4a. VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply M11323T76686486 M11323 J4 MONO TRUSS r 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:14:18 2019 3x4 = Saale =1:11.1 4.0-0 LOADING (psf) SPACING- 2-0.0 CSI. DEFL in (too) VdeB Ud PLATES GRIP TOLL 20.0 Plate GOP DOL 1.25 TO 0.39 Verl 0.02 4-7 >999 360 MT20 2441190 TOOL 7.0 Lumber DOL 1.25 BC 0.37 Vert(CT) -0.02 4-7 >999 240 BOLL 0.0 ' Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 14 lb FT=O% LUMBER. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 4-" oc puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-M oo bracing. REACTIONS. (Ib/size) 3=90/Mechanical, 2=207/0-8-0, 4=50/Mechaniral 'Max Hors 2=104(LC 10) Max Uplift 3= 80(LC 10). 2=-161(LC 10). 4=-7(LC 10) Max Grav 3=90(LC 1), 2=207(LC 1). 4=69(LC 3) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=611t; Cat. II; Exp C; Encl., GCpi=0.18; Ml (directional) and C-C Exterior(2) zone;C-C for members and tomes & MW FRS 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 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 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for miss, to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 801b uplift at joint 3,161 lb uplift at joint 2 and 7lb uplift at joint 4. Walter P. Finn PE No32839 MTekUSA, Inc. FL Ced6634 8904 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNING- Vedry desten parameters end READ NOTES ON THIS Me MCLUOEO MRE(REFENANCE PAGE MIP7473 rev. 10rc2a016 BEFORE USE Design valid for use only mdn Mlfeldi connectors. This design Is based only upon parameters shown and Is for on hell l busdng component, not a truss system. Before use. me busting designer must verify ire opplk:abelly of design parameters and property incorporate this design Into the overall bullcngdeslgn. Bracing lndleated is to prevent buckling of hdMduol truss web and/or chord members only. Additional temporary and pernanentbrachg MiTek' Is always required for stclorty and to prevent collapse with possible personal lnpay and property damage. Far general guldonce regarding me tcbricallaa storage, delivery. erection and bracing of fusses antl two systems seaANSWII QuosplIyy Cdbdo. DSB49 and SCSI Bustling Component 6904 Parke East BNd. Safety Infarmatio vasablefrom Tm PlotsftWo.218N.lee Street Sure3T2Alexondda VA22314. Tampa, FL Mole Job Truss Truss Type Ply T76686487 M11323 J6 MONO TRUSS r �M`11323 1 Job Reference a tional cnamDers i rasa, inc., con rlerce, rL sec oze io mu en niumwes, nm. rrnu rµn u rvd-,.m wm 3x4 = Scale=1:14.6 6-0-0 LOADING (psl) SPACING- 2-0-0 CSI. DEFL in (Joe) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp 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 Ven(CT) -0.12 4-7 >617 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Hoa(Cn -0.00 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight 20 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc,bracing. REACTIONS. (lb/size) 3=145IMechanical, 2=279/0-M, 4=71/Mechanical Max Horz 2=142(LC 10) Max Uplift 3=-131(LC 10), 2=-194(LC 10). 4=-8(LC 10) Max Gmv 3=145(LC 1), 2=279(LC 1). 4=102(LC 3) FORCES. (lb) - Max CompJlvl x Ten. -All forces 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2ps1; BCDL=3.0ps1; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcum nt 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 3, 194 lb uplift at joint 2 and 8 lb uplift at joint 4. Water P. Finn PE NOM839 MiTok USA, Inc. FL Cart6634 8984 Parke East Blvd. Tampa FL 33810 Data: April 3,2019 O WARNING-VerHydesfenpammelemenORFAD MOMSOMTNLSANDNCLUDEDafREKBEFEBANCEPAGEa 74MW.. laA9.2015BEFOREUSE 0es1gnva11d for use only w11h MBekScwmectors the design b based only upon parmneters shown, and o for an IndMduol bulldIng component not ��- a Uuss system. Before use. fie bWdtrg designer must verify the applicabSBy of design pmmneters and properly incorporate this design Into me overall bWtling design. Bracing Indicated Is to bucWing of MKO,rol han web and/or chord members only. Addlflonol temporary and permanent bmcing MiTek- prevent Isalways regWred for stabaity and to prevent collapse with posble personal injury and properly domage. For general guldonce regarding the fabrication, storage. deibmy, erection and bracing of tosses and tmss systems, sesANSUD'll QuaBM CrBedo, OS549 and BCSI Building Component 6904 Parke East BW. Safety Wormalbmvouobla fimn Tow Rote Institute. 218 N. lee Sheet State 312. Alexandria. VA M14. Tampa, FL 3aa10 Job Truss arty Ply M11323 • T16686488 M11323 J8 �Trussrypa MONO TRUSS 20 1 Job Reference (optional) unamoers I was, Inc., ran Farce, rL B.e4u s Use a em a Mil eK malsnes. Inc. wed nor a I uaa:se erne 315 = Scale=1:17.4 e-o-o LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 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 WB 0.00 Horz(CT) -0.00 3 n/a rile BCDL 10.0 Code FBC2017/TPI2014 Matdx-MP Weight: 261b 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. (Ib/size) 3=168IMechanical,2=352/0-8-0,4=103IMechanical Max Ho¢ 2=180(LC 10) 'Max Uplift 3=-175(LC 10), 2=-228(LC 10), 4=-15(LC 10) Max Greer 3=188(LC 1), 2=352(LC 1). 4=145(LC 3) FORCES. (lb) - Max. COmpJMax. Ten. -All fames 250 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=14ft; B=52ft; L=34ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and CC Exledor(2) -1-0-0 to 2-4-13, Interior(l) 2-4-13 to 3-1-13, Extedor(2) 3-1-13 to 7-11-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide WI] 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 175 lb uplift at joint 3, 228 lb uplift at joint 2 and 151b uplift at joint 4. WalterP. Finn PE No.22839 MTekUSA, Inc. FL Cert 6834 filled Parke East Blvd. Tampa FL 33610 Date: April 3,2019 A WABNMGO yaeyydealSapemmemrsaadRE NOTES ON TNI3AND LAXLUDEDaeTEXRE NCEFAGEWrtramv. lWOa40ISBEFONEUSE Design valid for use ordywkh MRek®connectors. This design Is baeal only upon porameters shown, and Is for an Indlvldual building component not a Inns system. Before use, the bearing designer mueveriy me oppricab98y, of design poemeters and property Incorporate ma, design Into the overall btrldingdeslgn. NocingIndicated 0loprsventbucslingofIrdlvldualtruss web and/archord members only. Additonaltemporaryondpelmonenttxacing Is always required for Mortality and to prevent collapse with possible personal 6n>,ay anal properly damage. For general guidance regarding Me M!Tek' fabrication, storage, dalNery, erection are bracing of tomes and fares systems weANSVIPII Quality Criteria. DSM9 and 501 Building Component 69M parse East Blvd. Tampa, FL 33fi10 Solsty mrormallonovoilabte from Trim Plate Immune. 218 N. lee Sheet Suite 312, Alexandria. VA 22314. Job Truss Truss Type Oty Ply T16686489 M11323 KJB MONO TRUSS 4 1h [1323 Reference o Moral Chambers Truss, Inc., Fort Pierce, FL 30 = 8.240 5 Dec 6 2018 MiTek Industries, Inc. Wed Apr 31 U:14:2U 201 a rage 1 ID:Lcg54J7LUEancmZr4Ob7W MyuFUF-wVvhbAiPOynR2d83dGaxMUzD GmyGurcl RBg6lYzUSgn Scale =120.3 7.3.4 3-11-12 LOADING (psQ SPACING- 2-0-0 CSI. DEFL in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) 0.07 7-10 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.30 Vert(CT) -0.12 7-10 >999 240 'BCLL 0.0 ' Rep Stress Incr NO WB 0.46 Horz(CT) 0.02 6 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MS Weight: 44 lb FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 8-9-6 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=201/Mechanical, 2=466/0-11-5, 6=576/Mechanical Max Horz 2=244(LC 8) Max Uplift 4=-205(LC 8), 2=-305(LC 8), 6=-286(LC 8) Max Gmv 4=245(LC 13), 2=466(LC 1), 6=590(LC 13) FORCES. (lb) -Max CompJMax Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3-1151/523 BOT CHORD 2-7=-687/1126, 6-7=-687/1126 WEBS 3-7=0/330,3-6=-123Sr755 NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh 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 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.Opsf on the bottom chard 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 beading plate capable of withstanding 205 lb uplift at joint 4, 305 lb uplift at joint 2 and 2861b uplift at joint S. 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 +Fact Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (PQ Vert 2=0(F=27, B=27)-t0-4=-152(F=49, 8=-49), 8=0(F=10, 8=10)-to-5= 56(F=-18, B=18) Waiter P. Finn PE No.22839 MTekUSA, Inc. FL Cart 6634 690.1 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 Q WARNWG. Wraydeslgnparemefereend READ NOTES ON ThaSAND INCLUDED AIMEA'REPERANCEPAGEM9e74"nex 100=W15BEFORE USE Dedgnvolld farm orlyWMMgek8connecton.P*do9gn b based only upon parametelflpa and b for an Individual buldIngcomponent not a tans vWom. Before use, the budding designer mustverify the applIcabdtiy of design porometers and properly Incoryorote rub desgn Into the overall bu9clingdeslgn. BracingindIcotedMopreventbucklingoflndNIduelhmeweband/wchordmemborsoNy. Addldoneltemporary and permanent bracing MiTek' Is always wgimed for stabdtiy and to prevent collapse with possible personal h4tay and properly damage. For general guidance regarding the SCSI bull Component llon. storage, delivery. erection and bracing of and true m sWeA seeANSIMJI QuaBM Cdreda. D5549 and S fobrlcatrusses e9a3 Parker Ent Blvd.. Ent Safety Infonnationavolable from Truss Rate Instihde. 218 N. Lee sheet Suite 312. Nexcndrla. VA 22314. Tampa, FL O Symbols PLATE LOCATION AND ORIENTATION 13 74 Center plate on joint unless x, y offsets are Indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed Teeth. 0 ��lan For 4 x 2 orientation, locate plates 0-110 from outside edge of truss. This symbol Indicates the required direction of slots in connector plates. Plate location details available in MiTek20/20 .software or upon request. PLATE SME The first dimension Is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION mimmm Indicated by symbobracing sects and/or by Text in The bracing section of the output. Use T or I bracing If Indicated. Indicates location where bearings (supports) occur. Icons vary but reaction section Indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPII: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. SCSI: 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 InfT-Inslxteenihs t III (Drawings not To scale) I 2 3 TOP CHORDS JOINTS ARE GENERALLY NUMBEREDAETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT PRODUCT CODE APPROVALS CC -ES Reports: ESR-131 1, 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 ANSIfTPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MITek® All Rights Reserved MITek Engineering Reference Sheet: MII-7473 rev. 10/03/2016 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1, Additional stability bracing for truss system e.g. diagonal or X-bracing, is always required. See 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 fightly 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/rPI 1. 7. Design assumes trusses will be sultably protected from the environment In accord with ANSI/IPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19%at time of fabrication. 9. Unless expressly noted, this design Is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber Is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions . indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less If no ceiling is Installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless Indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.