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HomeMy WebLinkAboutTRUSS PAPPERSIND. Seal# Truss Name Date 1 T14652906 A01 7/24/18 12 IT14652907 IA02G 17/24/18 I3 T14652908 ZCA 17/24/18 1 �4 T14652909 ZCJ3 17/24/18 15 IT14652910 IZCJ5 17/24/18 �6 T14652911 IZEJ7 17/24/18 17 IT14652912 �ZHJ7 17124118 size mrormanon: Customer Info: D. ROBERTS. CONST. Project Name: Lot/Block: Subdivision: Address: 5804 INDIAN PINES BLVD. City: FORT PIERCE State: FL GERIATRIC SOLUTIONS ADbrfflbhL Wblr I 1 CUSTOM ADDITION Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 160 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 7 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. REVIFI The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019, IOP DRAWING 1 SUBMITTAL APPROVED ❑ APPROVED AS NOTED REVISE AND RESUBMIT ❑REJECTED jBMrrTALwAS ENERAL CONFORMANCEFTO CNTRACONFORM aT DOCI NLY. THE CONTRACTOR IS RESPONSISL ONFIRMING AND CORRELATING DIMENSIONS AT FABR Mrs SSESLTTEEHNIOIJESNCE AOFTICONSTR CORKRA� OC OTHER EN Sr Date: t LIM � itectonic Inc.Pierce, FL 34950 This job was permitted prior to December 31, 2017. 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 ANSVTPl 1. These designs are based upon parameters — shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MTek. Any project specific information included is for MiTek's 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/TPI 1, Chapter 2. j No 39380 :9 S E OF Thomas A Alban) PE No.39360 MiTek USA Inc. FL Gen 6534 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 Albani, Thomas 1 of I Job Truss Truss Type Qty Ply J36471_D. Roberts Consl._GERIATRIC SOLU • T14652906 J36471J36471A Act Half Hip 3 1 Job Reference foo8ona0 east uses: l rings, rL deice, rL 3 v,ib 3x4 4 o.zzu s may zt eul a mueK mausmes, inc. Iue JUI z414:m:01 Lula regal 2-0-0 - ?tYJ 54i0 1x4 11 3x4 = 2 10 3 4 2-0-0 73 13-0-0 I Scale=128.2 Plate Offsets (X.YI— MG-2-O.Edoel LOADING (psi) SPACING- 2-0-0 CSI. DEFL, in (too) Udell Lid PLATES GRIP TCLL 20.0 Plate GripDOL 1.25 TC 0.46 Vert(LL) -0.02 5-6 _ -999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.07 5-6 >999 • 180 . BCLL 10.0 ' Rep Stress Incr YES - WB 0.24 Horz(TL) -0.00 5 n/a nya BCDL 10.0 Code FBC2014fTP12007 Matrix -MS Weight: 82 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOTCHORD REACTIONS. (Ib/size) 5=38110-8-0.7=689/0-8-0 Max Horz 7=162(LC 8) Max Uplift 5=75(LC 5), 7=71(LC 8) Max Grav 5=531(LC 13), 7=733(LC 16) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=398/65, 3-0�398/65, 4-5=-446/101 WEBS 2-7=583f76, 2-6=31/526, 3-6=-459/132, 4-6=81/489 Structural wood sheathing directly applied or 6-0-0 oc puflins, except end verticals. Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.0psf, h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will rd between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 Ib uplift atjoint 5 and 71 lb uplift at joint 7. pPsl AF4q�e���� �`` �� C E N S' 99i��• No 39380 ir p 13 p ,r"11�440 10NAk 'E%%``� Thomas A. Allied PE No.39380 MITek USA, Inc. FL Cart 6634 6904 Pafke East Blvd. Tampa FL 33610 Date: July 24,2018 ®WARNING-Vedfydwelisp.Mrs andBEAD NOTES ONTNISANDINCLUDEDMREKREFERENCEPAGENB7V3.. 1p MOI6BEFOREME. Design valid for use onbrunth MTex®wnnedom This design Is based onlyupon parameters shown, and Is for an IndlNdual bu oing wmponent, not ��• .truss system. Bede...., nre Winding designer must vnifythe applirabllityof dedgn pammdem and pmperly inwryorete Nis design Intothe owned ■ buffningdesgn. Bradog Indicated is to prevent budding ofindMdud truss web andror chord members only. Addltionaltemporzryandpennanemnsuing MlTek' IsaiwaysmquimdrorsMbSlywdtopreveNwbpwwMposAb%personallnjurymdpmpeMdamage. Forgenerdguldance".rdeegihe fabrication,storage, delivery, erection and brodns ofbusses and truss systems,sea ANSUm11 Cooney criteria, DSB419end goal Building Componem 6904 Parse East BNd. asset, let ...Von available Dam Truss Plate Insglule, 218 N.lce SireC. Sune 312, Alexandde, VA22314. Tampa, R 36610 t. F..1 Job Truss Truss Type Ory Pty J36471_D. Roberts Const _GERIATRIC SOLO ' T74652907 J36471J36471A A02G Half Hip Girder 1 t Job Reference, lopeona0 East Coast Truss, FL Pierce, FL 34946 8.220 s May 24 2018 MTek Industries, Inc. Tue Jul 2414:51:52 2018 Page i ID:YWJBozg3JO50P7uilfEaEqurXi-lbWW FtZB7B2wniCA7wr2rGM5uZDNoJGbJYIUc/upwb 24}0 5 15 7-BO I 96-1 134-0 2-0-0 3-9-15 1-10-1 1-10.1 3.9-15 28.00 r U4 // 1.4 II 3x4= Scale =1:28.2 2 10 11 3 12 13 4 ix4 II a iu - 2x4 II LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 10.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2014/TP12007 CSI. TC 0.90 BC 0.39 WB 0.43 Matrix -MS DEFL. in Vert(LL) -0.04 Vert(TL) -0.10 Horz(TL) -0.00 (Ioc) Ddefl Ud 5-6 >999 240 6.7 >999 180 5 n/a ma PLATES GRIP _ MT20 2441190 - Weight: 821b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-3 cc putting, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid Ceiling directly applied or 6-0­0 cc bracing. REACTIONS. (lb/size) 5=942/0-8-0, 7=1137/0-8-0 Max Horz 7=162(LC 8) Max Uplift 5=295(LC 5), 7=254(LC 8) Max Grav 5=1003(LC 29), 7=1158(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. -All tomes 250 (lb) or less except when shown. TOP CHORD 2-3=908/283, 3-4=908/283, 4-5=909/295 WEBS 2-7-9541237.2-6=316/1141. 3-6=950/233,4-6=-353/1135 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.OpsF BCDL=6.Opsf; h=15ft; B=45ft; L=2411; eave=4ft; Cat. 11; Exp B; End., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. his truss has been gned for a psf m chord ve load nonconcurrent wfth any ve loads. TThis 1 f load f.0 truss has been delsigned for alive 0. ps ont the bottom chord in all areas where allrectangle 3-641 tall by 2-0-0 wide 5) A. q4',''� will fit between the bottom chord and any other members, with BCDL = 10.0psf. ��``,MPS % Q 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 295lb uplift at joint 5 and 254111 uplift at -'� G E N SF'' 7. `�`,r,�2`� 7) Hanger(s) or other Connection devices) shall be provided sufficient to support concentrated loads) 103111 down and 841b up at No 39380 7-0.12, 1031b down and 84111 up at 9-0-12, and 103 lb down and 841b up at 11-0-12, and 3341b down and 271b up at 7-0-0 on tap ,k chord, and 336 lb down and 2091b up at 7-0-0, and 72Is down and 48 lb up at 9-0-12, and 72 lb down and 48 Ib up at 11-0-12 on bottom chord. The desigNselection of such connection device(s) is the responsibility of others. loads to the ' 8) In the LOAD CASE(S) section, applied face of the truss are noted as from (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads 'i�s'•• R�,• �? �` (pit) Vert' 1-2-7.2-4-70,15=20 Concentrated Vertr11=361(F-258,-8=103)12=103(B) 13-103(B)-14=335(B) 15-3(B) 16=-3(B) -- Thomas A Albanl PE No.39380 MITek USA Inc. FL Cart 6634 69D4 Padre East Blvd. Tampa FL 33610 Date: July 24,2018 ®WARMING. Vedty Maign panmefers antl READ NOTES ON T HIS AND INCLUDED WEK REFERENCE PAGE 30FTQ3 rev.141,032015 BEFORE USE Design valid far use only with MlTeleID connedon. Tips desigo is based any upon parameters shear, and is loran lndiWdual building component, not ��, a miss system. Before use, the building designer must w*the applioabigry of design parameters and property mry inomte Nb design h ethe ovman buddingdesgn. Bracing indicated is to prevent bucking of ln0adual truss web andfor ebod members a*. Addil l temporary and permanent boding Welk' Isataaysmquimd Mrstablftyaodtopre MmUpsewdhposeiblepenonahjurymdpmpeMdamage. Forgenealguidanceregandingthe fabncaGen.storage. depvery, emotion and bracing efWases and miss systems. see ANSUTP11 Quality Criteria, D5689 and Best Building Component 69H Pare East BNd. Safety Warrenton avalabls Rom Truss Plate Insixum. 218 N. Lea almeL suite gig, Aleserdna, VA U314. Tampa, FL 36610 Truss Type Qy Py J36471_D. Roberts ConsL_GERIATRIC SOLU [171�ZCJI -T7465290 J36471A Jack -Open 2 i Job Reference o bona most coast Truss, FL Fierce, rL 34946 o.causmaycrcu,m rvniex mausmes,inm ueiulwtq:ataceuia Paget ID:Y WdBozg3JO5OP7uiIfEaEqurYi-1 bWcNFtZB7B2wniCA7wz21GagNeNu 1 GbJVIUcyupwb i-0-0 - Scale=1:15.2 2 28.00 12 1 d 2x4 3 LOADING (pso SPACING- CSI. DEFL. in (loci /dell L/d TCLL 20.0 Plate Grip DOL %0 1.25 TC 0.03 Vett(LL) -0,00 4 Wr 120 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(TL) -0.00 4 n/r 120 BCLL 10.0 ' Rep Stress Ina YES WB 0.00 Hom(TL) 0.00 r/a We BCDL 10.0 Code FBC2014frlat 07 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 2=58/10echanical, 3=15/Mechanical Max Horz 2=28(LC 8), 3=40(LC 8) Max Uplift 3=26(LC 8) Max Grav 2=58(LC 1), 3=25(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. -Aft forces 250 (lb) or less except when shaven. PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-" oc pur ins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opst,, BCDL=6.Opsl; h=15ft; B=45ft; L=2411; eave=oft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3)' This tmss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 26 lb uplift at joint 3. 6) Non Standard bearing Condition. Review required. \\\\1111111111,,, ,`o�p,S A. �.` ��, ......... E S .'9,L�i� No 39380 �ii�t0••4OR\OPC�=�. /0NA%E�\\�, 11111111111 Thomas A Albanl PE No.39380 MR USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa R.33610 Date: July 24,2018 ®WARMNG-Vers daslgn panamers and READ NOTES ON MISAND INCLUDEDMDEKREFENENCEPAOEllffP7473rev. IM312015BEFOREUSE assese Design vote foruse only with MRdes, connedars.Thls design is based only upon parameters shorn, and is form Individual bunging component not a truss system. Before use, the buildiing designercem vertty Me appfcamy of design parameters and proper incorporate this design bdothe overall buiidingdesign. Bradng indicated is to prevent buckling ofindividual truss web andlor Nob members only. Additional temporary and permanent bradng MiTek' s always required for stability and to prevent cogapse win possible personal hlury and property damage. For general guleame regaMing the fabrication, storage debvery, ere Won and bndogoftmsses anemrsssystens, see ANSVIPIt Quality Cdteda, DSBd9 and Best Building Component 69M Parke East give. safety Information avaWbie from Truss Plate MaNme, 218 N. Lee street, Soho 312, A dwu dda, VA 22314. Tampa, FL 36610 8 4 Job Truss Trues Type Div Ply J36471 D. Roberts ConsL_GERIATRIC SOLO ' T14652909 J36471.I36471A ZCJ3 Jack -Open 2 1 Job Reference (oo8onah East Coast Tmss, Ft. Pierce, FL M946 8.220 s May 24 2018 MiTek Industries, Inc. Tue Jul 2414:51:53 2016 Page 1 ID:YW3Bozg3J050Pi7uilfEaEqurX1-Vn4 abuByRJvYxHO)gRCa2ahtlo36KAOgzHJ02yupwa 2-0-0 34 a 2-0-0 1-0-0 Qr d 28.00 i 2x4 /I Scale=1:27.1 1x4 II 2-0-0 1 3-0A i LOADING (psQ SPACING- 2-0-0 CSI. TOLL 20.0 Plate Grip DOL 1.25 TC 0.26 TCDL 1510 Lumber DOL 1.25 BC 0.86 BCLL 10.0 Rep Stress Ina YES WB 0.07 BC15L 10.0 Cade FBC2014rrP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 3=33/Mechanica1, 4=216IMechanicel, 5=430/D-8-0 Max Harz 5=162(LC 8) Max Uplift 3=IO(LC 4), 4=371(LC 8), S=114(LC 6) Max Grav 3=33(LC 1), 4=239(LC 6), 5=534(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 Qb) or less except when shown. DEFL. in (too) Well Ud PLATES GRIP Vert(LL) -0.00 4-5 >999 240 MT20 244/190 Vert(TL) 0.00 4-5 >999 180 HoaCFL) -0.35 • 3 n/a n/a Weight: 19 Is FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc purling. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Ops0 h=15ft; B=45ft; L=24ft; eave=411; Cat II; Pap B; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pond ing. 4) This truss has been designed for a 10.0 psf bottom chard 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, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 10 lb uplift at joint 3, 371 lb uplift at Joint 4 and 1141b uplift at Joint 5. No 39380 ONAfill, 0?Ca♦♦ Thomas A. Alban] PE ND 39380 MMk USA, Inc. FL CeR 6634 6904 Parke East Blvd. Tampa FL33610 Date: July 24,2018 AWARMNG- Verfrydaalgnparamefen sodfW10 NOTES ON DIISANDINCLUDEDM/r MFERENCEPAGEa11474r2fw.laroYtaf58EFORE USE Design valid foruse onyrGh MRek® conneems. Tbis design Is based ost upm parameters shown, and is form Individual bonding aompmeM net ��• a buss system. Before use, No bugGmg designer must verify the appOoebPM of design parameters and oropeM Incorporate this design broths ovemn bundingdosign. among lMicoled is to prevent budding of Individual mass web and/or choml members only. Additional temporary and peremnea omens MiTek' IssWays required for stability and to prevent cogapse with po ubl* pereonal injury and property dames*. Forgenarzlgoldanceregandingtha famostlon.storage,denvery, erection and bracing oftasses and lass systems, see ANSPTPH Quality Criteria, DSBA9 and BCSI Building Component 69M Parke Fast BNd. Safetyleformatlon avagable boa Toss Plate Institute, 218 N. Lee Street, Sube 312,AIexandda, VA22314. Tampa, FL 36610 Job Truss Truss Type Oy Py J36471 D. Roberts Const_GERWTRIC SOLU T74652910 J3ti471J36471A ZCJ5 Jack -Open 2 1 _ Joh Reference National) East Coast Truss, FL Pierce, FL 34946 8.220 s May 24 2018 MTek Industries, Inc. Tue Jul 24 14:51:54 2018 Page 1 ID:YW3Bozg3JO50P7uilfEaEqur%I-zzeNoxvpjkRLA5sbHYyR7GLsJh8lm9Z3dlsYUyupwZ 24)-0 i 5-0-0 � 241-0 3-0-0 28.00 F1 LOADING (pso SPACING- 2-0.0 CSI. DEFL. in (too) Itself Ud' TOLL 20.0 Plate Grip DOL 1.25 TC 0.28 Verl(LL) -0.03 4-5 >963 240 TCDL 15.0 Lumber DOL 1.25 BC 0.88 Verl(fL) 0.04 4-5 >907 180 BCLL 10.0 ' Rep Stress Incr • YES WB 0.09 Hom(TL) -0.57 3 n/a file BCOL 10.0 Code FBC2014/TPI2007 Matrix -MP LUMBER - TOP CHORD Zx4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=103/Mechanica1, 4=39/Mechanical, 5=364/0-M Max Harz 5=162(LC 8) Max Uplift 3=32(LC 4), 4=89(LC 8), 5=-2(LC 4) Max Grev 3=103(LC 1), 4=92(LC 6). 5=396(LC 14) FORCES. fib) -Max. ComplMax.Ten. -All forces 250(I1D) or less except when shown. Scale=1:28.0 PLATES GRIP MT20 2441190 Weight: 25 lb FT=20h BRACING - TOP CHORD Structural wood sheathing directly applied or 5-D-0 oc puffins. BOTCHORD Rigid ceiling directly applied or 6-10-8 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsl; h=15ft; B=45ft; L=2411; eave-0ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nenwncufrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf an 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, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 32 lb uplift at joint 3, 8916 uplift at joint 4 and 2 lb uplift at joint 5. O� %'ONS1A. `%% ."cENil. No 39380 �'. F : 4U` OR��P��2,� •,�S'S/0NA� Ec1%. Thomas A. Albert PE No.39380 MRek USA, Inc. FL Carl 6634 6904 Parke East BNd. Tampa FL 33610 Date: July 24,2018 ®WARMNO-Veritydesignparameters avd READ NOTES ON TNrSANDINCLUDEDMNEKREFERENCEPAGEhf W3 rev. 10ldYt015 BEFORE USE Design veld for use onlywilh MTeM connectors. This design is based only upon parameters shown, and is for an laswinal bug4ing component,not a Mass system Before use, Me buggng designer must veripy Me applxabgdy of design pammalers and prepedy Incoryo2ie this design Into Me averse bulkingdeslgn. Bmung indicated into prevent burdgng ofind'Mdual ease web anger Nord members only. AddNonaltempomryandpetmanembmdng WOW always required for Subsry and to prevent colapse whh possible personal N)uryand property damage. Forgeneral9welimcengaNingthe Mercer. , Masi delivery, erection and treeing artmssm and tress systems, see ANSUIPh GuMby Critada, Dalai and BCBI gauche Component 6904 Palle East BNd. Salary IMormation available tom Tmss Plate lnsttute, 218 N. Lee !Me0. Suhe 312. Alexandda, VA22314. Tampa, FL 36610 Job Truss Tmss Type ory Py J36471 D. Roberts Coast GERIATRIC SOLO ' T146529H J36471J36471A 7EJ7 Jack -Open 3 1 Job Reference (optional) East Coast Truss, FL Pierce, FL 34946 :r d 28.00 ri ix4 LOADING (psf) SPACING- 2-D-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 TCDL 15.0. Lumber DOL 1.25 BC 0.96 BCLL 10.0 ' Rep Stress Ina YES WB 0.11 BCDL 10.0 Code FBC2014/rP12007 Maths -MP LUMBER - TOP CHORD 2c4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=173/Mechanlcal, 4=7/Mechanical, 5=428/0-e-0 Max Ho¢ 5=162(LCS) Max Uplift 3- 53(LC 4), 4=32(LC 8), 5=21(1-C 4) Max Gmv 3=173(LC 1), 4=85(LC 13), 5=454(LC 16) FORCES. (Ib)-Maus. CompJMax.Ten.-Allforces 250(I1b) or less except when shown. WEBS 2-5=281/227 8.220 s May 24 2018 MTek Tull Jul 2414:51:54 2018 Page 1 Sale-1,27.8 DEFL. in (too) Well L/d PLATES GRIP Vert(L-) -0.10 4-5 >561 240 MT20 2441190 Vert(fl-) -0.09 4-5 1609 180 Horz(TL) -0.73 -3 n1a n/a Weight: 31 Ile FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.OpsF h=15ft; B=45ft; L=24ft; eave-0ft; Cat. II; Exp B; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 531b uplift at joint 3, 321b uplift at joint 4 and 211b uplift aljoint S. No 39380 O' 41 R Thomas A. Altai PE No.39380 MTek USA, Inc. R. Carl 6634 6904 Parke East Blvd. Tampa R.33610 Data: July 24,2018 AWA ND-V.11xd slOnparamd..d NEAONOMON7NISANDINCLDDEOAOFENNEFENENCEPA0EA047V3 .lW=MSBUDNEDSE Design veld brow o*m1h Weds, connectors. Tuts dentin Is based only upon parameters shown, and is form IMividual bulling component, not --' a bm. Before us Isms systee, the loading designer mud verily Me appliaram bility of design parameters and pmp rly incorporate this design"" the soe2g bvQdbgdespm BratlngiMiatetl is to prevent buAJing gf lnd'MtlualWssweb andler Marl members only. Additional temporary and permanent Issong MiTek' Is always required br dal,14 and to prevent collapse with possible personal Nlury end property damage. ForgenmaiguidameregardNgthe febtlratlon.st.ge, EelNey, eraMon and bracing oftmssm and moss systems,see ANSM11 Quality Cdter9, DSM9 and BCSI Building Component 6904 PaM1e Fast Slid. Salary bdormetlon .11able both Truss Plate Institute, 218 N. Lee Stmet, Sum 312, Alexandra, VA 22314. Tampa. FL 36610 Job Tmss Tmss Type CRYPly J36471_D. Roberts Consl_GERIATRIC SOLU ' T14652912 J36471-J36471A ZHJ7 Jack -Open Girder 1 1 Job Reference foo0onell East Coast Tmss, Ft Pierce, FL 34946 8.220 s May 24 2018 MTek Industries, Inc. Tue Jul 24 14:61:55 2018 Page 1 ID:Y WJBozg3JO50Pi7uilfEaEqurXFRABI?HwRU2ZmFRnrFTggTuye5TdaCajlHmPSxyupwY 9-1a1 bS15 ab-0 32-1 7-13 25.15 361 2-00.1 II 0.24 161 9- 3x4 6 1x4 Scale=1:29.1 7_ 5 IA I star ass is s+o a2-t 9a-e 285 361 2-t0.t a68 0.td Plate Offsets iX Y1- I1'6.2-0 0-131 LOADING (psf) SPACING. 2-0.0 CSI. DEFL. in (too) I/deg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.32 6-7 -255 240_ MT20 2441190 TCDL 15.0 Lumber COL -1.25 BC 0.92 VertTL) 0.39 6-7 >207 180 BCLL 10.0 ' Rep Stress Incr NO WE 0.24 Horz(rL) -0.09 4 Na n/a SCDL 10.0 Cade FBC2014/TPI2007 Matrix -MS Weight: 56 lb FT=20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc putting. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/s'Ize) 4=170/Mechanira1, 5=330/Mechanical, 7=355/0-115 Met: Hoa 7=162(LC 8) Max Upl'm 4=345(LC 14), 5=85(LC 29), 7=881(LC 8) _ Max Grev 4=258(LC 28), 5=360(LC 25). 7=835(LC 34) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. TOP CHORD 1-2=195/415 WEBS 2-7=-018/143, 2-6=169/266, 3-6=553/309 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wnd: ASCE 7-10; Vuft=160mph (3-secend gust) Vasd=124mph; TCDL=9.Opsf, BCDL=6.Opsf; h=15ft; B=45ft; L=241t; eave=oft; Cat. It; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) This truss has been designed for 10.0 bottom live load any other live loads. t 11/ 11111 a Pat chord noncencurrent with • \\\t,\1111 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 fd between the bottom chord and any other members, with BCDL = I O.Opsf. 6) Refer to girder(s) for truss to truss connections. \\ 0 ...•"••.. \%�`r G E N S • •.; 9i�j �� 7) Provide mechanical Connection (by others) of truss to bearing plate Capable of withstanding 345 Its uplift at joint 4, 85 Ib uplift at joint 5 and 881 Us uplift atjoint 7. NO 39380 8) Hanger(s) or other Connection device(s) shall be provided sufficient to support concentrated loads) 28 Its down and 54 Its up at ,k 1-4-15, 28 lb dawn and 54 @ up at 1-4-15, 13 Ib dawn and 20 lb up at 4-2-15, 1310 down and 2016 up at 4-2-15, and 391b dawn and 60 Its up at 7-0-14, and 39 Ib down and 60 It, up at 7-0-14 on top chord, and 42 Ill down and 321b up at 1-4-15, 42 Its down and 32 Us up at 1-4-15, 270 It, dam and 470 Ill up at 4-2-15, 270 lb down and 470 lb up at 4-2-15, and 78 ID down and 121 Its, up at ' i •'. : 44/ 7k14, and 78 Ib dawn and 121 Ito up at 7.0-14 on bottom chord. The design/selection of such Connection device(s) is the '• �� responsibility of others. 9) In the LOAD CASE(S) loads applied to the face of the truss frond back p.•' i�,'(v� •,• (G section, are noted as (F) or (B). R (Q ��,� ss'ONA; ndard SNP`\` 1)D ad++RoofLOADCASE(S)L'ive balanced):Lumberincrease=1.25,Platelncrease=1.25 Uniform Loads(pIQ - --- Vert: 1-2=70, 2-0=70, 1-5=20 Thomas A. Abut PE No.39380 Concentrated Loads (lb) MITek USA, Inc. R. Ceti 6634 Vert: 12=8(F�4, B=-4) 14=8(F= , B=-4) 15=288(F=144, B=144) 16=74(F=37, B=37) 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 ®WARNING-Verlrytleslgn paramefasaM READ NOTE8011MISANDINCLWED NNEKNEFERENCEPAGENI-703aw.1Np3/2CIEBEFORE USE Design wed for use onywith MlTekowereetors. This design b based only upon parameters shown, and is loran lndmdual bulding component net �• auuss system Before use, toe bulding deslgnermust sally Me appOwbty of tleslgn parameters and propedy incorporate Ws design Irate to overall buldingdesign. Bmdng indicated is to prawn) buWng olindeAdual truss web andror chord members unit. AtltlNanaltemporaryandpermanembradoy MiTek• Is allays required for staidly and to present collapse with possible personal injuryand pmpedydamage. For general guidam a re,in ing the fabriration,storage. degvery, emotion and bmdng oftesses and Moss systems, see ANS1I1Pif OuaBry Criteria,DBa-89 and BC8l Building Component 6904 Parke Fast BNtl. Salety1dom atlon available Dam Tmu Plate InANUe.218 N. Lee Street. Suke 312, Aluandrla, VA22a14. Tampa, FL 36610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION 31 " Center plate on joint unless x, y 4 offsets are indicated. 6u4-8 dimensions shown in ft-in-sixteenths I I (Drawings not to awls) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft-i hs. sides oftr Apply plates to both sides of truss .. 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or x-bracing, is always required. see SCSI. r c14 c2-3 2. Truss bracing must be designed by an engineer. For �'y1fi 4 wide truss spacing, individual lateral brews themselves WEBS Gy may require bracing, or alternative Tor I T W O W 0 bracing should be considered. I 2 J{r1 Ustack 3. Never exceed the design loading shown and never materials on inadequately braced trusses. [J�For p4. Provide copies of this truss design to the building 4 x 2 orientation, locate designer, erection supervisor, property owner and plates 0- '/td' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE joint and embed fully. Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by AN51/TPI 1. connector plates. P THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20120 NUMBERSILETTERS. 8. Unless otherwise noted, moisture content lumber software or upon request shell not exceed 19 % at time of fabrication.. PLATE SIZE PRODUCT CODE APPROVALS 9. Wass use with xtiretardant,noted, this deign treatIs ed appPoricable for green lumber. fireThe Reports: first dimension is the plate 10. Camber is a non-structural consideration sand Is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. I the length parallel to slots. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION _ 12. Lumber used shall be of the species and size, and In all respects, equal to or better than that Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. 13. Top chords must be sheathed or pudins provided at Output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14. Bottom chorus require lateral bracing at heft, spacing, section 6.3 These truss designs rely on lumber values g y or less, if no ceiling is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown Is for crushing only. �_® 18. Use of green ortreated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. ® SCSI: Building Component Safety Information, M 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, IT�e ANSVrPI 1 Duality Cruma. Installing & Bracing of Metal Plate ' Connected Wood Trusses. MiTek Engineering Reference Sheet: MII-7473 rev. 10/0312015 14 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: J36471-J36471A-J36471_D.Roberts Const. A Site Information: Customer Info: D. ROBERTS. CONST. Project Name: Lot/Block: Subdivision: Address: 5804 INDIAN PINES BLVD. City: FORT PIERCE State: FL Of. Lucie Cour?t"IlTek USA, Inc. 6904 Parke East Blvd. GERIATRIC SOLUTIONS A��ITI�N10Malel: Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: CUSTOM ADD General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All HeighII Wind Speed: 160 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 7 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 611315-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# I Truss Name Date 1 T14741683 I A01 18/3118 12 T14741684 I A02G 18/3/18 13 IT147416851ZCJ1 18/3/18 I 4 T14741686 I ZCJ3 8/3/18 15 T14741687 I ZCJ5 8/3/18 16 T14741688 I ZEJ7 18/3/18 I7 T14741689 I ZHJ7 18/3/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named islicensed in the jurisdiction(s) identified and.that the — A designs comply with ANSIITPI 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's 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 ANSI1rPl 1, Chapter 2. Thomas A. Albard PE No.39380 MITek Usk Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: August 3,2018 Albani, Thomas 1 of 1 TMas jTrussType 10ty, T14741683 1 28.W F 2-0-0 SA-0 3x4 = Scale =1:28.6 �.• a ""° — 2x4 II' 24W I :74i-0 13d0 Plate Offsets (X Yb— I1:0-2-O.Edgel LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.46 Ved(LL) -0.02 5-0 >999 240 MT20 .2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.24 Verb(CT) -0.05 5-6 >999 180 BCLL 10.0 ' Rep Stress Ina YES WB 0.24 Hcrz(CT) -0.00 5 n/a n1a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 82 lb' FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc pudins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP Ne.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=481/0A-0, 7=689/0R0 Max Ham 7=162(LC 8) Max Uplift 5=75(LC 5), 7=71(LC 8) Max Gmv 5=531(LC 13), 7=733(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-098/65, 3d=J98/65, 45=-446/101 WEBS 2-7=-583/76, 2-0�31/526, 3-6=459/132, 4-0=81/489 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; 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 nonconcument wIth any other live loads. 5) - 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, with BCDL = I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 7. g Thomas A. Albani FE NoIS380 Wrok USA, Ins FL Cad 6834 $904 Padre East Blvd. Tampa FL 33810 Bate: August 3,2018 AWARNIND-Verify diod,p.at. and READ NOTES ON THIS AND INCLUDED hVEKREFERENCE PACER04Tna rev. 14/0242015 BEFORE USE Design void for use ordywM MTek® corrWon. This design Is based any upon pan rates shown, and Is loran IndMdual building oomponem, not �- Wm. a es systeBefoe use, Me bulling designer most verify Me applirablly of design parameters and pmpedy Incomoreie Ws desigM design Into e overall bulldingdo3ign. BraWgidxded is to prevent buokMg of MEMdual Wssweb mWorchorE members only. AddNonaltempororyeMpeimanwrtbrediq MiTek- is abvays required for stablun and to prevent maapse wM posdble pemoal Injury and pmpedy damage. Far general audience regarding to fabroatlon, dosage, delivery, erection and Eroding of busses and Was systems,sea ANSVR110uality Criteria, DS"9 and BCSI Building Comp onent 69" Parke East BIW. safeybdermation available hem Tmss Plate lnstaule,218 N. Lee Street, Suite 31Z Alexandria, VA22314. Tampa, FL 36610 Job Truss Tmss Type CityPy J36471 D. Roberts Coast T74741684 J36471J36471A A02G Half Hip Girder 1 1 Job Reference (national) J 1 A East Coast Truss, FL Pierce, FL 34946 28.00 rl .4x d 3x4 G n22U S May 242018 MITek Industries, Inc. FD Aug 311:U3A4 ZUlb Vega 1-10-1 &8-15 1.4 II 4x4 = Scale -1:28.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Vde8 Ud PLATES GRIP TCLL. 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) -0.04 5-6 >999 240 MT20 244/190 TCDL 15.0 - Lumber DOL 1.25 BC 0.39 Vert(CT) -0.08 6-7 >999 180 BCLL 10.0 ' Rep Stress Incr NO WB 0.43 Hoa(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC2017ITPI2014 Matrix -MS Weight: 82 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-5 oc puriins, BOT CHORD 2x4 SP No.2 except end verlicals. WEBS 2x4 SP No.3 BOTCHORD Rigid ceiling directly applied or 6.0-0 oc bracing. REACTIONS. (lb/size). 5=940/0-8-0,7=1139/0-8-0 Max Ham 7=162(LC 8) Max Uplift 5=295(LC 5), 7=255(LC 8) Max Grav 5=957(LC 20), 7=1158(LC 2) FORCES. (Ib)-Miles. CompJMax.Ten.-Allforces 250(lb) or less except when shown. TOP CHORD 23=8711283, 34=871/283, 45=907/295 WEBS 2-7=957/238. 2-6=31611129, 3-6=948/233, 4-6=35311090 NOTES- 1) Unbalanced roof live loads have been wnsidered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCOL=9.Opsf, BCDL=6.0psf; h=15ft; B=4511; L=24ft; eave=oft; Cat. 11; Exp B; End., GCpi=0.18; MWFRS (directional); Cantilever left and fight exposed ; 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 noncencument with any other live loads. 5) a This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3£-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 Ib uplift at joint(s) except (A=1b) 5=295, 7=255. 7) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 3341b down and 27 lb up at 7-0-0, 103Ib down and 84111, up at 7-0-12, and 103 lb doom and 84111 up at 9.0.12, and 103 lbdown and 84 Ib up at 11-0-12 on top chord, and 335 lb down and 209 lb up at 7-0-0. and 26111 down and 48 lb up at 9-0-12, and 26111 down and 48 Ib up at 11-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the few 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: 1.2=70, 2-4=70, 1-5=20 Concentrated Loads (Ib) Vert: 11=361(F=258, B=103) 12=103(B) 13=103(13) 14=335(13)15=3(B) 16=-3(B) Thomas A. Albani PE No.39380 III IISA, Ina FL Cart 8834 699 Parke East Blvd. Tampa FL 33810 Date: August 3,2018 AWARNUm- VMydesignparametrs andR NOTES ON M13,1ND INCLUDED 4mENREFERENCEPADENUA2473 . 1C/a.YnISBEFO/tE USE Design vaed for use only wM MiTeMmanectoa. This design Is based only upon paamstem shown, and Is farm IndlAmm! bulling component not ��- a Wss system Before use, the buildmg designer must verify to applIcabtiy.1 design paametea and pmpeM hompoate Mi. design 8d.the overall buadingdeslgn. BmdngindiatedistopmvembuWngoflndMdual Msswebar oraoNmembemo*. AddNonaltempoayandpermamrtbacing MiTek- Is ahvaya required for stability and to prevent collapse wM possible personal injury and property damage. For general III regarding Me Iabdcalbq.toage,dearer, erection and bracing oftmsses and Was systems. see ANSV1PH Duality Criteria, DSBd9 and BCSI Building Component seas Parka East BIW. safety Information available Dom Tmss Plate Imanse, 218 N. Lee forest, Suse 312. Alexandria, VA 22314. Tampa FL 36810 1 Job Truss Truss Type Oy Ply J36471 D. Roberts ConsL T74741685 J35471J36471A ZCJ1 Jack -Open 2 1 _ -- Job Reference too8one0 EaSt Coast Truss, Vt. Pierce, FL M940 V.2ZU s May 24 ZUl U MI I eK Industries , Inc. en/Wg 311:JJ.4ZVI0 Yager ID.Y WJBozg3JO50P7uiifEaEqurX4BfgdDRMRW W YgM1BNrr4HdSmkpwlvOdY5NXzEymK7 7-0-0 2 28.00 12 q 1 d . 2x4 3 1430 Scale=1:15.2 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 4 Nr 120 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Vert(CT) -0.00 4 nlr 120 BCLL 10.0 ' Rep Stress Incur YES WB 0.00 Hom(CT) 0.00 n/a ma BCDL 10.0 Code FBC20171TP12014 Matrix -MP Weight: 5lb FT=20% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/s'ae) 2=58/Irledtanical, 3=15/Mechanical Max Horz 2=28(LC 8), 3=40(LC 8) Max Uplift 3=26(LC 8) Max Gran, 2=58(LC 1), 3=25(LC 13) FORCES. (lb) - Met. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 1b0 oc purling. BOTCHORD Rigid ceiling direly applied or 6-0-0 cc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opst, BCDL=6.Opsf; h=15ft; B=4511; L=24ft; eave=oft; Cat II; Exp B; End., GCpi=0.18; MWFRS (directional); cantilever left and right "posed: Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcu ent with any other live loads. 3) - This loss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will rd between the bottom chord and any other members, with BCDL = 1O.Opsf. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3. 6) Non Standard bearing condition. Review required. 0 c r Thomas A. Albani PE No.38300 M1Tok USA, Ina FL Cad 6834 6904 Parke East Blvd. Tampa FL 33810 Cate: August 3,2018 ®w—G. V.WdWy l..t.and READN02ESONT2ILSANOINCLUOEOa02EKREFERENCEPAGEa01-TQarw. 14001420ISBEFOREUSE Oeelgn vend mr use onywah MRek®mrmedom. mIb design u baud only upon parameters shown, end Is far an IMivldual bugCbp component, not alasenstem. Before use,the bugdmg desgnermuVwrhVtheepprxabStyofdesignpammeamand properly Inc cote Wadesign briothe ovemg ■ bugdingdeeign. among canceled late prevent budduq oflivul hussweb sensor NON members only. Additional temparary and permanent bracing Welk' IsalwaysregWredrornabMt,aMtopreve wUpmwthposslbleparsonalljlu pmpeMdamage. Forgenerdguelanc.agaNuigthe labdcatlon,storage. doevery, erection and bracing ofeussea and toss nslema,see MSg1Pl10uality Criteria, OSB89 and Beal Building component 6904 parts Fast Blvd. safety Information available hem Tmae Plata Insibule, 218 N. Lee SVaet, Sub. 312. Alexaudda, VA 22314. Tampa, FL 36610 Job Truss Truss Type Dry Py J36471_D. Roberts Const. T14741fi86 J36471J36474A ZCJ3 Jack -Open 2 1 Job Reference (national) t95t CAag TN55. M Plerca, tL 6494b nny c•r co io on. art muumrcs• nlc r ewy a raye r ID:Y W3Bozg3JO5OPi7uilfEaEqurX4frE?RnN3HggXKgmZI yb WAf9zwD3Seglvnk75VgymKS 2�0 Scale =1:27.1 28.00 F 9 • d 2x4 b 1x4 II • 2.0-0 3-0-0 2-0-0 1.00 LOADING (pso - SPACING- 2-0-0. CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.00 4-5 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25. BC 0.86 Vert(CT) 0.00 4-5 >999 180 BCLL 10.0Rep Stress lncr YES WE '0.07 Horz(CT)_ -0.32 3 Na n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 19 to FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 300 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-D-0 oc bracing. WEBS 2x4 SP No.3 . REACTIONS. (lb/size) 3=33/Mechanicel, 4=-216/Mechanical, 5=430104e-0 Max Hoa 5=162(LC 8) . Max Uplift 3=10(LC 4), 4=371(LC 8), 5=114(LC 6) Max Grav 3=33(LC 1). 4=239(LC 6), 5=534(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250(Ib) or less except when shown. NOTES- 1) unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 200 wide will id between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 4=371, 5=114. - Thomas A. Alban! PE No,38380 t MITakUSA, Ina. FLCad 8634 691M Parke East Blvd. Tampa FL 33810 Date: August 3,201 S A1W RNING- Verlydaugapanmelars erMREADNOTES ON TNISANOINCLUOEDMREKREFE1RENCEPAGEWr-7473 rev. f0/ MM5BEFORE USE • Design valid cruse only wit MTeMconnectors. This design t based only upon parameters sbvxn, and is foran ladiAdual bulling component, not a truss system. Before use, to building designermust vent' to appacblilyofdedgn parameters and properly, inarpomte this design into to overall ■ building design. Bradng indictedmto prevent butr3ing ofindMdualrmssweb adWordrard members only.Adaiaunallemparoyand permanent bm6ng MiTek' is always regWred for stabldy and to prevent collapse won passible personal injury and property damage. Forgeneral guidanc regarding to fabrication, slorag0, delivery, eovdon and bradng amasses and truss sysiems, see ANSIMPrl OuaBty Crkerer, 0SB89 and BCSI Building Component 6904 Parts Fast Blvd. safety Informavborn taura Information available Truss Plate Instate. 218 N. Lea Se, Suite 312. Alexandria, VA 22316. Tampa, FL 36610 r, } J36471 D. Roberts ConsL 1 T14741687 4 28.00 F 2-0-0 I 5-0-0 5 1.4 II 4 Scale=1:27.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeg L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) -0.03 4-5 >963 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 Be 0.88 Vert(CT) 0.03 4-5 -978 180 , BCLL 10.0 ' Rep Stress Incr YES WB 0.09 Horz(CT) -0.53 3 ma , n/a BCDL ' 10.0 Code FBC2017/7PI2014 Matrix -MP Weight: 251b FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 6-10-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=103/Mechanical, 4= 39/Mechanical, 5=364/0-8­0 Max Hom 5=162(LC 8) Meer Uplift 3=J2(LC 4), 4=89(LC 8), 5-2(LC 4) Max Grant 3=103(LC 1), 4=92(LC 6), 5=396(LC 14) FORCES. (lb) - Meet. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BeDL=6.Opsh h=15ft; B=45ft; L=2411; eave=4ft; Cat. II; Exp B; Encl., GCpi=O.l B; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) - 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 chard and any other members, with BCDL = 1O.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at jamt(s) 3, 4, S. Thomas A Alban! PE No.38380 RUTek USA, Ina FL Cart 8834 $904 Parke East Blvd. Tampa FL 33810 Date: August3,2018 ®wARIBND- Verlrydealgn parameter andlREADNOTES ONTMSANDINCLUDEDI KREFERENCEPAGEd 7V3 rev. fW2.1015BU01iE USE. Design valid forum onlywitb MTeMconnedon. This design Is based only upon parameters shove, and is far an IndMdual bulking mmpaneM, not ��- a Mass system. Before use, the training designer must witty Me appaeabiaty dde9gn parmeters and property incersomte this design We Me overall Muldingneslga. Bradng Mission is to prevent Welting of indMdual Muss web andfer Nord members only. AddgenaltemporryarMperanentbrdn9 MiTek- is always required far stability and to prevent wrapm with possible personal injury and property damage. Forgeneral guidance regaining the retirement. sterge, delivery. emotion and Madng ortussm and truss systemse s,e ANSUTP11 Duality Criteria, OSM9 and BCSI Building component 6904 Parka Fart Bind. Safety Information available here Trum Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22a14. Tampa, FL 36610 I Job Truss Type Oy, Py J36471_D. Roberts ConsL TZEJ7 T74741688 J36471-J364'(1A Jack -Open 3 1 Job Reference (national) 4 1 test GoaSt Imes, YL I'leree, r L 3g119U a.em S May 444UI U run eft mausmes, Inc. r n Mg s 1I:ei:40 evl o rage ID:Y WJBozg3JO50P7ui1fEaEqurl(I.71 one6Oh27oOxgLlbG6IIth7ldOFNH027Ose16ymKR 2-0-0 I 7-M 28.00 f 2 4 2x4 /j Scale =1:27.0 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1'25 TC 0.86 VerI LL) -0.10 4-5 -561 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.96 Vert(CT) -0.10 4-5 >593 180 BCLL 10.0 _ Rep Stress Incr YES WE 0.11 Horz(CT) 0.70 3 Na Na BCDL 10.0 Code FBC20177rP12014 Matrix -MP Weight: 31111, FT=20% ' LUMBER-. BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-D-0 oc praline. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS Zed SP No-3 REACTIONS. (Ib/size) 3=173/Mechanical,4-7/Mechaniw1,5=428/0-8-0 Max Hom 5=162(LC 8) Max Uplift 3=53(LC 4), 4=32(LC 8), 5=21(LC 4) Max Gretv 3=173(LC 1), 4=85(LC 13). 5=454(LC 16) FORCES. (Ib)-Max. Comp./Max.Ten.-All forces 250(I1b) or less except when shown. WEBS 2-5=281/227 NOTES- 1) Unbalanced mot live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuit=160mph (3-second gust) Vasil=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat 11; Exp B; End., GCpi=0.18; M WFRS (directional); cantilever left and right exposed ; 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 chant live load nonconcurrent with any other rive 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 Td between the bottom chord and any other members, with BCDL = 10.10psf. 6) Referto girder(s) for truss to truss connections. 7) Pmvide mechanical Connection (by others) of truss to beading plate Capable of withstanding 100 lb uplift atjoiln(s) 3, 4, 5. L Thomas A. Alban PE No.39380 34Tek USA, In& FL Cod 6034 6904 Palle East Blvd. Tampa FL 33810 Date: August 3,2018 ®WARNINO-Venor chevron par 0. end READ Na7ES ON THIS AND INCLUDED AMISK Rfl ERENCE PAGE MIAMI rw. 14,031Ofa BEFORE USE Design veld for use only Cann Wool, commoners. Tins design Is based only upon parameters shown, and Is for an htdMdual bWOng component, not a Corn system gotta use. Vie building designer must vent' the epplioabilty of design parameters and pmperlylnwryorate Nis design kdo the overal funding design. Bracing indicated is to prevent bunting of IndividualWss web andfor Math members ony. AdOganal temporary and permanent booing pax M1Tek' IsaWw mquirsdbrst bMIyaMtopme MmUpmwMposdNelxrwnal Nju mdpmpeMdamego. Forgeneralguldaroam,ardingthe fabrkmbn,sforage,deGvery,ersc8onandbraaingofWssesandMsswstems,see ANSlrmit Ouagy CMerla,DSBd9and BCSIBunding Component 891H Parke FasiBNd. 6ffieyhrtmentlon a van IeWmTmss Plate Instaute,218N.Lee Sbeet.Sane312,Alexandria, VA 22314. Tampa, 11 again Job Truss Truss Type pry Py J36471_D. Roberts ConsL 1 T74741689 J36471J36471A ZHJ7 Jack -Open Girder 1 1 Jab Reference (national) East Coast Truss, Ft Pierce, FL 34946 8.220 s May 24 2018 MTek Industries, Inc, Fri Aug 311:03:47 2018 Page 1 ID:Y WJBozg3JD5OPi7uilfEaEqurMEMmrSOJpRwFZzwy9rd_F4EEhl k06ibCE2cCZZyraKQ 9.10.1 85 e+a 10.1 -3 MI5 0.61 2-12 121 - 1x4 Scale = 1:29.5 II 19, 6 3x4 7 3x4 _ 5 1.4 II 0.10.1 aaa z 1s e-1.o s2-1 asa z-se sal 2-1a1 oe-e 61A Plate Offsets (X.Y1- f1:0.2-0.0.1.31 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ven(LL) 0.32 6-7 1255 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(CT) 0.37 6.7 >221 180 BOLL 10.0 ' Rep Stress Ina NO WB 0:24 Horz(CT) -0.09 4 n/a We BCDL 10.0 Code FBC2017rrP12014 Matrix -MS Weight: 56 lb FT=20% LUMBER - TOP CHORD 2x4 SP No.2 BOTCHORD 2x4SPNo.1 WEBB 2x4 SP No.3 REACTIONS. (Ib/size) 4=170/1yechanlcal, 5=330/Mechanical, 7=355/0-115 Max Horz 7=162(LC 8) Max Uplift 4=345(LC 14), 5=23(LC 5). 7-881(LC 8) Max Grav 5=335(LC 18), 7=402(LC 2) FORCES. (lb) -Max. CompJMax.Ten.-All forces 250(I1b) or less except when shown. TOP CHORD 1-2=0/415 WEBS 2-7=-618/0, 2-6=0/266, 3.6=550/0 BRACING - TOP CHORD Structural wood sheathing directly applied or9-9-11 o; purlins. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=160mph (3-secand gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf, h=15ft; 13=451t; L=241t; eave=oft; Cal. II; Exp B; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonwnwrrent 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 fn between the bottom chord and my other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 5 except (n=lb) 4=345,7=881. 8) Ranger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 28 Ib down and 54 lb up at 1-4-15, 28 Is down and 541b up at 1-4-15, 201b up at 4-2-15, 20lb up at 4-2-15, and 41b down and 60 lb up at 7-0-14, and 41b down and 601b up at 7-0-14 on top chord, and 4lb down and 32lb up at 1-4-15, 4 Ib down and 321b up at 1-4-15, 4701b up at 4-2-15.4701b up at 4-2-15, and 121 lb up at 740-74. and 121 Ib up at 7-0.14 on bottom chord. The designtselection of such connection device(s) is the responsibility of others. 9) In the LOAD CASES) section, loads applied to the few 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 (pill Vert: 1-2=70, 2-41=70, 1-5=20 Concentrated Loads (lb) ,b Vert: 12=8(F=-4, B=4) 14=8(F=4, B=-0) 15=288(F=144, 8=144) 16=74(F=37, B=37) Thomas A Alban3 PE No.39300 MTek USA, Ina FL Can 6834 6904 Parke East Blvd. Tampa FL 33810 Date: August 3,2018 Symbols PLATE LOCATION AND ORIENTATION 314' Center plate on joint unless x, y offsets are indicated. 5FDimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-y1E' For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or th by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSIlTPI1: 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 I 6-4-8 I dimensions shown t ft-in-sixteenths Ill (Drawings not to scale) 2 3 8 7 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311. ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek® MiTek Engineering Reference Sheet: MII-7473 rev. 10/0312015 ® General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal orX-bracing, is always required. See BCSI. 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 partles. 5. Cut members to beartightly 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 ANSIrrPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrrPI 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 pudins provided at spacing Indicated on design. 14. Bottom chords require lateral bracing at 10 R. spacing, or less, 8 no ceiling Is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cot or after 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. I 20. Design assumes manufacture in accordance with ANSI/rPI 1 Quality Criteria. c Lumber design values are in accordance with A 1 section 6.3 These truss designs rely on lumber values established by others. SCANNED MiTek® St. Luria B. rnllntlr RE: J36471-J36471A- J36471_D. Roberts Const._GERIATRIC SOLU MiTek USA, Inc. Site Information: 6904 Parke Blvd. Customer Info: D. ROBERTS. CONST. Project Name: GERIATRIC SOLUTIONS AMMFMo1VISSTOM ADDITION Lot/Block: Subdivision: Address: 5804 INDIAN PINES BLVD. City: FORT PIERCE State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria 8: Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 8.2 Wind Code: ASCE 7-10 [All Heighll Wind Speed: 160 mph Roof Load: 55.0 psf Floor Load: N/A psf This package includes 7 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. - INo. I Seal# JTruss Name I Date 1 IT14652906 A01 7/24118 I2 IT14652907 �Ag2G 17/24/18 J I3 �T14652908 �ZCJ1 7/24118 4 T14652909 ZCJ3 7/24/18 5 T14652910 ZCJS 7/24/18 6 IT14652911 ZEJ7 7/24/18 7 IT14652912 IZHJ7 7/24/18 The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Alberti, Thomas My license renewal date for the state of Florida is February 28, 2019. 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 ANSUTPI 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 MTek's 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 property incorporate these designs into the overall building design per ANSVI-Pl 1, Chapter 2. This job was permitted prior to December 31, 2017. Thomas A. Alban) PE No.39300 Mriek USA, Ine. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 Albani, Thomas 1 of 1 Truss Type ON Py J36471 D. Roberts Const_GERIATRIC SOLU TH�W T14652906 FJ3471:36471AA01 ip 3 1 J.1g Reference(optionall test Goast l ruse, rL rierce, rL. U40 28.0o Fl =.«,,ai=r•..,,,,,,.,,,=e,,,w�eio ., .. ,,.�.,,., .. ,...,,..,.,,,,, asp, 1.4 II 3x4 = 2 10 3 4 tx9 a +w — 2x4 II Scale=1:28.2 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (too) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TO 0.46. Ved(LL) -0.02 5-6 >999 240 MT20 2441190, TCDL 15.0 Lumber DOL 1.25 BC 0.24 Vert(TL) -0.07 5-6 >999 180 BCLL 10.0 ' Rep Stress Ina YES WB 0.24 Horz(TL) -0.00 5 n/a Na BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 821b FT-20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied orb-0-0 oc putting, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 5=481/0-8-0, 7=68910-8-0 Max Ho¢ 7=162(LC 8) Max Uplift 5=75(LC 5). 7=71(LC 8) Max Gmv 5=531(LC 13), 7=733(LC 16) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-398/65, 34=398/65, 4-5=446/101 WEBS 2-7=-583176, 2-6=31/526, 3-6=4591132, 46=-81/489 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vosd=124mph; TCDL=9.0psf BCDL=6.0psf h=15ft; B=45ft; L=24111; eave=bft; Cat. II; Exp S; End., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 5) - This truss has been designed for a Ilve load of 201 an the bottom chord in all areas where a rectangle 36-0 tell by 2-041 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 75 Its uplift at Joint 5 and 71 Ib uplift at Joint 7. .,,,pPStA74q�e,��� S • q �ii No 39380 % 4ONAIll NS Thomas A. Might PE No.39380 MITek USA Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 ,&wARMNG-MMyydmlpn paramedrs and REAGNa7E5 ON TNISANDINCLUDEDMTEKREFERENCEPAGEMR-703m. 10/531105BEFORE USE Design valid forum ord iP MTekDourommm. This design is based any upon parameters shoes, and is for an individual buring somponeat not a buss system. Before use, the building designer must wilythe app8cab3ity of design parameters and property lommoarate Nis design Into the overall binding design. Bracing indicated lets prevent bucWng allmol ual bussed andforchoN members oNy. AddiBond lemporaryand permitted bmdng WOW Is eteays squired for stability and to prewM cagapse xlN possible personal mjmy and property damage. For general guidanm regarding Me fabdcatlun, claaga,do-Nuty.erettisn dad bredng oftnom end truss syslems.see ANSM11 quality Cr419 iteria, DSBand BC5l Building Component 69M Pmhrt e FaBind. SaferylMonnatlon available from Trussitum nm3um.218 N Lee SvmLSufte312.Aommdra.VAM14. Tampa, FL 36610 Job Truss Truss Type Ory Py, J36471 D. Roberts Const._GERIATRIC SOLO T74652907 J36471-J36471A A02G Hag Hip Girder 1 1 Job Reference forn.n.11 East Coast Truss, Ft Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc Tue Jul 2414:51:52 2018 Page 1 ID:Y WJBozg3JO5OP7uiifEaEqurXFl b WcNFtZB7B2vmiCA7wr2rGM5uZDNoJGbJYIUcyupwb 2-0-0 5-9-15 78-0 1S1 13d 2-0-0 3-9-15 1-10.1 1-10-1 3.9.15 qr d 28.00 F 3.4 /, 1x4 II 3x4= Srala=1:28.2 2-0-0 58-15 7.8A 94i1 13bO 91111 e.A15 1dn.t 1dh1 3.gd5 2x4 II Plate Offsets KY),- M -2-0 Edeel LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in (loc) Yde8 Lrd PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.90 Vert(LL) -0.04 5.6 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.10 •6-7 >999 180 BCLL 10.0 Rep Stress Incr NO WB 0.43 Hoa(TL) -0.00 5 rda n1a BCDL 10.0 Code FBC2014frP12007 Matrix -MS Weight: 82 lb FT=20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD . 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/sae) 5=942/0-8-0, 7=1137/0-" Max Hom 7=162(LC 8) Max Uplift 5=295(LC 5), 7=254(LC 8) Max Grav 5=1003(LC 29), 7=1158(LC 29) FORCES. (Ib)-Max. CompdMa t. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=908/283, 3-4=908/283, 45=909/295 WEBS 2-7=954/237, 2-6=316/1141, 3-6=950/233, 4-6=-353/1135 BRACING - TOP CHORD Structural wood sheathing directly applied or 5.1-3 oC pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-00 oc bracing. NOTES- 1) Unbalanced mot live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vutt=160mph (3-sec6nd gust) Vasd=124mph; TCDL=9.Opsf; BCDL=6.Opsf; h=15ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exit B; Encl.. GCpl=0.18; MWFRS (directional); Cantilever left and right exposed ; 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 pat bottom chord live load nonconcurrent with any other live loads. 5) • 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, with BCDL = 10.Opsf. 6) Provide mechanical Connection (by others) of buss to hearing plate Capable of withstanding 295 Ib uplift at Joint 5 and 254 lb uplift at )alnl7. 7) Hanger(s) or other Connection device(s) shall be provided sufficient to support Concentrated load(s) 103 Its doom and 84 lb up at 7-0-12, 103 lb down and 84 Ib up at 9-0-12, and 103 Ib down and 84 lb up at 11. 1-12, and 334 lb doom and 27 lb up at 7.0-0 on top chord, and 335 Ib down and 209 lb up at 7-0-0. and 72 lb down and 48 lb up at 9-0-12, and 72 Ib down and 48 Its up at 11-0-12 on bottom chord. The design/selection of such Connection device(s) is the responsibility of others. 8) 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: 1-2=70, 2d=70, 1-5=20 - Concentrated Loads (lb) Vert: 11-361(F-258, B=-103) 12=103(B) 13=103(13) 14=335(5) 15=3(B) 16=3(8) . . No 39380 Thomas A. Albani PE No.39380 MITek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 QWARMNO-VWly dulgnparamerwa and READ NOiEa ON MANDINCLVOEDhVMKREFERENCEPAGEl -103rev. 10W70158EFORE10SE , Design valld foruse onywM Webb comedomnis design is based only upon paramdars shown, and is form Individual building eemponaM not atmse ayatem. aefm usa,me building designer must verity Ne epplicablliy of design parameters end propeMlnemporate this design into the overall bu0dingdesign. Bmdnglndic edistopreventbuWngufindMdudlrueswebm&orMoNmemb=moray. Addnionaitsoymary.rdpennmartbarLg WOW Is alsays required brsta any and to preveN eoffapsewiN possible personal "and pmpeMCamage. For genemi guidance regmUng Ina rabrlomm,e.g..defi.N. erection and bracing o1busses and Inss systems,see ANSMIll quality Criteria, DSB29 and SCSI Burkina Component 69H Parke Fad BM. SafetyInformation avaMblefrom Tmsa Wale InM3 0,218N.Leean Sub3lZNe Mna,VA22314. Tampa, FL 36610 Job Truss Truss Type Ory Py J36471 D. Roberts Const_GERIATRIC SOLU T14652908 J36471-J36471A ZGA Jack -Open 2 1 Job Reference (cretinall East Coast Tmss, FL Pierce, FL 34946 8,220 a May 24 2918 MiTels Industries, Inc Tue Jul 24 14:51:52 2018 Page 1 ID:YWJBozg3JO5OP17uilfEeEqurXi-lbWWFIZB7B2wniCA7wr2rGagufeNulGbJYIUcyupwb 1-0-0 Scale-1:15.2 28.00 12 i 2x4 LOADING (Pat) SPACING- 2-0.0 CSI. DEFL. in (too) Udell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.03 Vert(LL) -0.00 4 n/r 120 TCDL 15.0 Lumber DOL 1.25 BC 0.04 Veri(TL) -0.00 4 n/r 120 BCLL 10.0 ' Rep Stress Incr YES WB 0.00 HOR(TL) 0.00 rule Na BCDL ' 10.0 Code FB620147TP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (Ib/sIze) 2=58/Mechanical, 3=15/Mechanical Max Hoe 2=28(LC 8), 3=40(LC 8) Max Uplift 3=26(LC 8) Max Grav 2=58(LC 1), 3=25(LC 13) FORCES. (Ib)-Max. CompJMax.Ten.-All forces 250(lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 5lb FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bra ing. NOTES- 1) Wind: ASCE 7-10; Vuh=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=6.Opsf, h=15ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; 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 Td between the bottom chord and any other members, with BCDL = I O.Opsf. 4) Refer to gfrder(s) for truss to truss connections. 5) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 26 Its uplift at joint 3. 6) Non Standard bearing condition. Review required. ,`II\I II I I II 11'r 0 "at opxS A. q<6���i No 39380 cc 44/ %%%` 1? Thomas A. Albanl PE No.39380 MITek USA Inc. R-Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Data: July 24,2018 Almama s- Weirydeelgnparametersand READNOTES ON rMSANDINCLUDEDMNENREFERENCEPAGEMD-7n3rev. 10)O141015BEFORE USE. Design valid Issues o*wlm Meek®connectors. TNs design is based only upon parameters shown, and is form NNvkual bulling component.not ��• a truss system. Seems use, the bullring designer must verily the appgco iloy ordeal, parameters and property incorporate Ws design Into Na overall ■ buungdeslgn. among lMicoted is to pmend among of huMdual truss web meter Nord members a*. AdduanaltempasryandpermaneNbsdng WOW is always tortured for stability and to prevent colopse with passible personal injury and property damage. Forgeneral guidanco regarding the fabrication, storage, dermery, similes and bradng mftrusses and auto systems, see ANSUIPI1 Quality Consent, D50419 and SCSI Building Component 69H Parka Fast Bind. Safety Information mmitabla from Truss Plate lnadi 218 K Lea Street Suite 312. Alexandra, VA Malt. Tampa,FL 36610 Job Tmss Truss Type Oty Ply J36471 D. Roberts Const_GERIATRIC SOLU T14652909 J36471J36471A ZCJ3 Jack -Open 2 1 Job Reference foritionall East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MiTek Industries, Inc. Tue Jul 24 14:51:53 2018 Page 1 ID:YWJBozg3JO50Pi7uilfEaEqur%I-Vn4 abuByRJvYxHOjgRCa2ohno36KAOgzHJ02yupwa 2-0O 3-0 2-0 11 -0 Qr d 28.00 F 2x4 b LOADING (pat) SPACING- 2-0-0 CS'. DEFL. in (too) Well L/d TCLL 20.0 Plele Gdp DOL 1.25 TC 0.26 Vert(LL) -0.00 4-5 e,999 240 TCDL 15.0 Lumber DOL 1.25 BC 0.86 Vert(TL) 0.00 4-5 -999 180 BCLL 10.0 ' Rep Stress Incr YES WB 0.07 Hoa(TL) -0.35 v3 Na n/a BCDL 10.0 Code FBC2014/TP12007 Mabix-MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=33/Mechanical, 4=-216/Mechanical, 5=430/0-8-0 Max Holz 5=162(LC 8) Max Uplift 3=10(LC 4), 4=-371(LC 8), 5=114(LC 6) Max Grav 3=33(LC 1), 4=239(LC 6), 5=534(LC 14) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. Scale=127.1 PLATES GRIP MT20 244/190 Weight: 19 In FT=20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc purllns. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=160mph (3-second gust) Vasd=124mph; TCDL=9.Opst BCDL=6.Opsf; h=15ft; B=4511; L=24ft; eave=oft; Cat. II; Exp B; End., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; 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 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 rd between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to Imes Connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of wMstanding 10 In uplift at joint 3, 371 Its uplift at joint 4 and 114 Its uplift at joint 5. A ,,0 MP4C,51 No 39380 * 7 9 : � AP 0 11� N711. E?C`% Thomas A Alban) PE No.39380 MRek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 AWARMNG. Variiydesignpammemm and REAO NOTES OHMS ANDINCLUDEDM1rEKREFENENCEPAGEMP703r 1011103,2015EEFORE USE. DmignvaGd forme oNyarth MTek®mnnedom. Tlils design is baud oNy upon parameters shovn, and Is for an Iranians! budding somponeM not a time system. Before use, Me budding dealgnermust v riff Pe appli abnib of design parameters and pitpeM inmipomm this design me the morel buildingdesigs. Bmtingindimted[sWpre MbucWngalindMdual WsewaboWarchoNmembomony.Additionaltempencyandpermanentimem, Mffek' is alxays required lar stattly and to prevent collapse wM possible personal Injury and property damage. For general goldance reganling Ne fabrication, storage, deWery, erection and bating ofbusses and truss systems,see MSM11 Quality Criteria, Ds0 g and BCSI Building Component 69N Parke East Blvd. Safetylartematlon avalablatram Tmss%ate InMlWa.218N,tee Sneet.5ude312.A ndda,VA22614. Tampa, FL 36510 Job Truss Type Oty Ply J36471D. Roberts Const_GERIATRIC SOLUT74fi52910 TTZC:5 J3647W36471A Jack -Open 2 1 Job Reference o fie el East Coast Tmss, FL Pierce, FL 34946 28.00 F1 2x4 /y 8.220 s May 24 2018 MITek Industries, Inc. Toe Jul 2414:51:54 2018 Page 1 ID:Y WJBozg3JO50P7uilfEaEquIXF=eNoxvpjkRIA5sbHYyR7GLsJh8lm9Z3d l sYUyupwZ 2-0-0 1 M 2:6 1 3 Scale=1:28.0 LOADING (par) SPACING- 2-PO CT. DEFL, in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.28 Vert(LL) -0,03 4.5 >963 240 MT20 244/190 TCDL 15'0 Lumber DOL. 1.25 Be 0.88 Vert(TL) 0.04 4-5 >907 180, BCLL 10.0 ' Rep Stress Incr YES WB 0.09 Horz(TL) -0.57 3 Na Na BCDL 10.0 Code FBC2014fTPI: Malri%-MP Weight: 25 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid miring directly applied or 6-10-B oc bracing. WEBS 2tr4 SP No.3 REACTIONS. (Ib/siae) 3=103/Mechanical, 4=39/Mechanical, 5=364/0-8-0 Max Horz 5=162(LC 8) Max Uplift 3=32(1.0 4), 4=89(LC 8), 5=-2(LC 4) Max Gmv 3=103(LC 1), 4=92(LC 6), 5=396(LC 14) FORCES. (Ib) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; What60mph (3-second gust) Vasd=124mph; TCDL=9.Ops/; BCDL=6.Opsf; h=1511; 8=45ft; L=24ft; eave=oft; Cat. II; Exist B; Encl.. GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Previde adequate drainage to prevent water pending. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtenl 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 240 wide will fit between the bottom chord and any other members, with BCDL = 10.0ps1. 6) Refer to girder(s) for truss to truss Connections. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 32 Ib uplift at joint 3, 891b uplift at joint 4 and 21b uplift at joint 5. o`%p'`?S'�'q<@ C E NSF No 39380 �. F 1oNAt Etto 11111111 Thomas A Albanl PE No.39380 MITek USA Inc. R. Cert 6634 6904 Parke East Blvd. Tampa R.33610 Data: July 24,2018 AWARMNG. MarHydesrgn parzmaferaand READ NOTES ON TMSAIID INCLUDED MmENREFERENCE PAGE IIg4743 . 14M)WO15BEFORE USE Design were! (orate orgy MM MRekObcormeplors. TNt design Is based only upon parameters shown, and Is for an individual building romparneM, not �■' ■` a Was syatem. BeMre use, me building designermust wdythe eppro ability of design parameters and property incorporate thlt design Into the overall bander,design. among Indicated is to pmeM butJJng ofNdMduM Was web antler dowel members only. AddNonaltemporzryandpmmanenisidUMg MiTek' Ia always required far stabgiy and to prevent mgapsewith posdele personal inlwy era property damage. For general guidance regarding Me fabMadan, storoga, deevery,eredan and Madng of Wases end wsssyclems,see ANSVTPIt Quality Criteria, DSMS and BCS1 Building Component 6904 Parke East Blvd. eatery Information available from Trass Plate InsLtNe. 218 N. Lee Street, Mudd 312.AIetandrla, VA=314. Tampa, FL U610 Job Truss Truss Type Ory Ply J36471 D. Roberts Const_GERIATRIC SOLU I T74652911 J36471J36471A ZEJ7 Jadc-0pen 3 1 • Job Reference (motional) East Coast Truss. FL Pierce, FL 34946 28.00 F1 2x4 // 8.220 s May 24 2018 MTek Industries, Inc. Tue Jul 24 14:51:54 2018 Pagel ID:YW3Bozg3JO5OPi7uilfEeEqur%FzzeNoxvpjkRIA5sbHYyR7GLIFh7smpZ3dlsYUyupwZ 2-0-0 7-M r 2-0-0 5U-0 1. 9 d Scale=1:27.8 LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 10.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014/TP12007 CSI. TC 0.86 BC 0.96 WB 011 Matrix -MP DEFL. In Vert(LL) -0.10 Vert(TL) -0.09 Horz(TL) -0.73 (too) Udell Lid 4-5 -561 240 4-5 >609 180 3 n/a We PLATES GRIP MT20 244/190 _ Weight: 31 lb FT-20% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 540-0 oc purling. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 3=173/Mechanica1,4=7/Mechaniwl,5=428/0-e-0 Max Horz 5=162(LC 8) Max Uplift 3=53(1_C 4), 4=32(LC 8), 5=-21(LC 4) Max Grav 3=173(LC 1), 4=85(LC 13). 5=454(LC 16) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250(lb) or less except when shown. WEBS 2-5=281/227 NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opst, BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat It; Exp B; End., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water Fondling. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6)' This truss has been designed for a live load of 20.Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide fit the ttom with BCDL = 10.0psf. 1 will etween rd and any other A.,�� 6) Refer togirder(s) fortrusstotrussConnections. truss to bearing 53 IS 3, 32 lb 4 ,`,`,toll • • • Q 7) Provide mechanical connection (by others) o1 plate capable of withstanding uplift at joint uplift at joint and 21 lb uplift at joint 5. ,� ��,. • �, �\ Ci E �: $� •, 9�j�'�� `�� �`I`,• i No 39380 :: Off.• • �411� .CpR�OP,'N. Thomas A Alban] PE No.39380 MTek USA. Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 ®WARrdNG -Vadly daslpn penmefers and READ NOTES ON 1010=015 DEFORE USE. Design valdforuse onlywith MTek® connectors. This design le based only upon parameters shown, and is form IrelAdual budding component, not ��• a truss system. Before use, the budding designer must verify Me appdeab0ily of dea gn parameters and properly innormnate this design Me the overall bulleigdesgo. among Indicated is to prevent buddtng dimlMdual truss web andfor chond members arty. AMMenallemporeryandpemuneMbraung M!Tek' Is allays required forstelully and to prevent collapse whin pmul,le peraenal Inluy and property damage. Forgeneral guidanceieganding the fabdra00n,¢mmga, dellvery,eredlon and bredng of Wsses andhuss ¢yslema, see MSMH Quality Criteria, DSM9 and SCSI Building Component - 69H Parke Fart BNd. Saterylnformadon av UJ leham Toss Plate InM o.218N,t Stree4Sufte312,Alexandria,VA22a14. Temps, FL 06610 Job Truss Truss Type Oty Ply J36471_D. Roberts Const._GERIATRIC SOLO T14652912 J36471436471A ZHJ7 Jack -Open Girder 1 1 Job Reference, (optional) East Coast Truss, Ft. Pierce, FL 34946 8.220 s May 24 2018 MTek Industries, Inc. Tue Jul 24 14:51:55 2018 Page 1 ID.YWJBozg3JO5OP17uiffEaEqurX4RAB17HwRU2ZrmFRnrFTggTuye5TdaCOilHmP5xyupwY 9-10-1 ,r a31s 68O 32A P7-1s I asls 3s-1 a10_1 12 0.24 IX4 11 Scale=1:29.1 19. QN 3x4 d 7 3x4 _ 5 IX4 II s 10-1 289 2415 660 988 _ 2$9 361 2-10.1 earl 0.f-0 Plate Offsets (X YN f1.0-2-0 0-1-31 LOADING (psp SPACING- 2-0-0 CSI. DEFL. In (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.32 6-7 -255 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Vert(TL) - 0.39 6-7 >207 180 BOLL 10.0 ' Rep Stress Ina NO WB 0.24 Hom(TL) -0.09 4 Na Na BCDL 10.0 Code FBC2014/rPI2007 Matrix -MS Weight: 56111 FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2X4 SP No.t BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2X4 SP No.3 REACTIONS. (lb/size) 4=170/Mechania1, 5=330/Mechanical, 7=3WO-115 Mat Hort 7=162(LC 8) Max Uplift 4�345(LC 14). 5=85(LC 29), 7=881(LC 8) Max Grew 4=258(LC 28). 5=360(LC 25), 7=835(LC 34) FORCES. (lb) - Max. Comp_/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=195/415 WEBS 2-7=-618/143, 2-6=169/266, 3-6=553/3D9 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0psf, BCDL=6.Opsf; h=15ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ;Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pond Ing. bottom loads. I �q4 psi chard I ad nt ve for a li a easny other has been es - truss in `t A geed for agned a lad of 20. ps on.0 has been dss This the bottom chord all where allrectangle 3-6-0 tall by 2-0-0 wide 5) ass% p.S • • B will Tit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections.� ss 0�`,. • • 00 •'• \ G E N $ • ••; 9iL 7) Provide mechanical onnnecion (by others) of truss to bearing plate Capable of withstanding 345 lb uplift at joint 4, 85 lb uplift at joint \' '• �i 5 and 8811b uplift a[joint 7. NO 39380 i 8) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated loggia) 28 lb dam and 54 lb up at 1.4-15, 28 Ib down and 541b up at 14-15. 13 lb down and 201b up at 4-2-15, 13 lb dawn and 201b up at 4.2-15, and 39 lb down and 60 lb up at 7-0-14, and 3916 down and 60 Ito up at 7k14 on lop chord, and 4216 down and 321b up at 14-15, 42 lb down and ' 32 Ib up at 1-4-15, 270 Its dam and 470 Ib up at 4-2-15, 270 Ib dam and 470 Its up at 4-2-15, and 78 Itsdawn and 121 lb up at i 9 •'• 7-0-14, and 78 lb down and 121 Ib up at 7-0-14 on bottom chard. The design/selection of such connection device(s) is the responsibility of others. 00 0 Z 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). �'.• ( ID p.' N 0 R , ,e��'SS��NA� CSE(S) Standard E\4&, 1LOAD Increase=1.25, Plate Incase=1.25 )d re (balanced): ) Dead Live Uniform Loads (pit) Vert: 1-2-70, 24=70, 1-5 =20 Thomas A Alban) PE No.39380 Concentrated Loads (Ib) MITek USA Inc. FL Cert 6634 Vert: 12=-8(F=4, B=4) 14=8(F=4, B=4) 15=288(F=144, B=144) 16=74(F=37, B=37) 6904 Parke East Blvd. Tampa FL 33610 Date: July 24,2018 AWARINING-Vedry dnelpn parameters and READ NOTES ON Me AND INCLUDEDMIIENREFERENCE PAGE NP7473ev. IMUNPISBWDRE USE saaws Design valid forum any wbh Mf connectora.This design Is based only upon parameters shown, and Is for an Individual Wrong component. not �w' a Was system. Before use, the building designer ..at vedythe eppfcabl y of design parameters and propeMNwryoratothla dealga area be overall buldngdesigt among indicated is to prevent bYokn ofhMMdual"as web Sedan chord members a*. AddNonaltempoery and peimanem breNig Mffek' la always required for Mabgiy and to penned caUffea with pme ble personal inpey and properly damage. Far general guidance regaNing the tabricagan,storage, tlegwry,areWon end bradng alimases and Wss Dryama, aee ANSVTNI Quality Cdterin, DSS89 and SCSI Building Component 69"Parke Eax am. Safety Infomtatlon anaiWble Dom Tress Plate Ins O.,210N.Lee Street,Sure312.Ml Mda,VAM314. Tampa,R 36610 Symbols Numbering. System ® General Safety Notes PLATE LOCATION AND ORIENTATION 13I " Center plate on joint unless x, y 4offsets are indicated. 66A 6 dimensions shown in n-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property/ Damage or Personal Injury Dimensions are in i . _ h ides of truss Apply plates to both sides of truss hE 1 2 3 1. Additional stability bracing foruuss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. • clz c24 2. Truss bracing must be designed by an engineer. For 0-11fi O WEBS Gv 4 wide truss spacing, Individual lateral braces themselves may require bracing, or alternative Tor I T =q y,'1 pO bracing should be considered. U O so p = 3. Never exceed the design loading shown and never stack on Inadequately braced trusses. a .P 3 U materials p4. Provide copies of this truss design to the building ° csc 1"' For 4 x 2 orientation, locate designer, erection supervisor, property owner and BOTTOM CHORDS plates 0- Yid' from outside all other interested parties. edge of truss. 8 7 6 5 S. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This Symbol indicates the JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE joint and embed fully. Knots and wane atjoint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSIITPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably ly protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIrrPI 1. Plate location details available in MiTek 20120 software or upon request NUMBERSILETTERS. 6. Unless otherwise noted, moisture content lumber Shall not exceed 19 % at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this is not applicablefor ICC-ES Reports: use with fire resdesignervative een lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular 4 X 4 ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, morientation and equation dimensions Indicated arem minimum plating requirements. LATERALBRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless Otherwise Shown. in all respects, equal to or better than that speed. 13. Top chards must be sheathed or puriins provided at output. Use T or I bracing spacing indicated on design. 4 Y if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, Nno ceiling is installed, unless otherwise noted. BEARING established by Others. Indicates location where bearings 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior (supports) occur. Icons vary but © 2012 MiTek® All Rights Reserved approval of an engineer. I reaction section indicates joint I ® number where bearings occur. Min size shown is for crushing only. 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. Industry Standards: ANSI(TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss CODSfruClldn. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. ® is not sufficient. BCSI: BuildingComponent Safe Information, MiTek 20. Design assumes manufacture in accordance with • Guide tGood Practice for Handling, ANSIrrPI 1 Quality Criteria. • Installing 8. Bracing of Metal Plate Connected Wood Trusses. I MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015