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a) GAA, OFFICE USE ONLY: DATE FILED: �//, REVISION FEE: 1. 2. 3. 4. 11 SCANNED BY PERMIT # �� O % f� 4' 3 RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 (772) 462-1553 FAX (772) 462-1578 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION OLL16eiw'IONSITE �Cfin! ADDRESS: DETAILED DESCRIPTION OF PROJECT REVISIONS: CONTRACTOR INFORMATION: Gum 056 C((ltr STATE of FL REG./CERT. #: BUSINESS NAME: QUALIFIERS NAME: ADDRESS: 0 G CITY: war PHONE (DAYTIME): `3 2 9_ - S,72 ST. LUCIE COUNTY CERT. #: , v 4 Ste, 27_4'� FAX: OWNER/BUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE: ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: STATE: PHONE (DAYTIME): Revised 07l27l2014 FAX: FAX: ZIP: ZIP: FICE USE ONLY: TE FILED: PERMIT # l jQ ( p - 0 11 60 3 VISION FEE: $" 15.00 RECEIPT # I 1 1 l�A0 I +s '` PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION ilk2300 VIRGINIA AVENUE • FORT PIERCE, FL 34982-5652 (772) 462-1553 FAX (772) 462-1578 APPLICATION FOR BUILDING PERMIT REVISIONS PROJECT INFORMATION L SITE! 6 Stnf ADDRE REl'n.oti� afsD S: f/V of C� >' 2015 2. DETAILED DESCRIPTION OF PROJECT PERti11TTING St. Lucie County, FL REVISIO S: j W c J,,Q `= C� j , 5 Law � It I r J 3. CONTRACTOR INFORMATION: til 9 ��`` STATE of FL REG./CERT. #: (5 SI S I ST. LUCIE COUNTY CERT. #: O BUSINESS NAME: J QUALIFIERS NAME: a cwAllel, ADDRESS: Rm CITY: Gin— p\,eir -c-L r STATE: L ZIP: PHONE (DAYTIME): FAX: Z� 4. OWNERBUILDER INFORMATION: NAME: ADDRESS: CITY: PHONE: ARCHITECT/ENGINEER INFORMATION: NAME: ADDRESS: CITY: PHONE (DAYTIME): Revised 07/222014 STATE: FAX: STATE: FAX: 0BE ZIP: REVISION Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. ti MiTek® RE: 28423- WaightAddition Site Information: Customer Info: Sunrise City Project Name: Weight Addition Model: Lot/Block: Subdivision: Address: 1615 N.42nd Street City: Fort Pierce State: FL MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 3361OA115 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: FBC2014frP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All HeighH Wind Speed: 160 mph Roof Load: 45.0 psf Floor Load: N/A psf This package includes 15 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 G1 5-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. I Seal# I Truss Name I Date 1 IT7635669 -CJ1 11/11/01 12 I T7635670 I -CJ3 11/11101 � 13 I T7635671 I -CJ5 111 /111015� 14 IT7635672 I-EJ7 111/11/0151 15 IT7635673 I-HJ7 111/11/0151 6 IT7635674 A0113 11/11/01 Z T7635675 A02 I 11/11/01d 18 IT7635676 IA03 111/11/01 (9 IT7635677 IA04G 111/11/015� 110 T7635678 1801 111/11/015� 111 T7635679 IB02 Ill/11/015 112 IT7635680 IB03G 111/11101� 113 1T7635681 IV4 111/11/01� 114 IT7635682 V6 111/11101a 115 T7635683 IVB 111/11/01a -r The truss drawing(s) referenced above have been prepared by MiTek Industries, Inc. under my direct supervision based on the parameters provided by East Coast Truss. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state of Florida is February 28, 2017. r IMPORTANT NOTE: Truss Engineer's responsibility is solely for ' design of individual trusses based upon design parameters shown _on referenced truss drawings. Parameters have not been verified as appropriate for any use. Any location identification specified is for file reference only and has not been used in preparing design. Suitability of truss designs for any particular building is the respdnsibility of the building designer, not the Truss Engineer, perANSlfrPI-1, Chapter2. S "Ls � •'.�' 'M�Tj. f 1 �`• .fip,: ,,5. 1111111111111j1 ,%% 0;'QUI.. VFW ii %% S . GENg .2�'�i • 4` .� 182 :9 I. STATE OF : �/� Jwquin Velez PE N0.68182 Mtrek USA. Inc. R. Cert 6634 6904 Parke East Blvd. Tampa n.33610 Date: November 11,2015 Velez, Joaquin 1 of 1 28423 East Coast Truss NOTE 2013A Alloseate asses Design 1. THIS EVERTICOMPONENT IS SHOWN SUPPORT ONLY THEDING, DiFL DEFLECTION VERIFICATION OF LOADING,, WND NDNLIMITATIONS, FRAMING METHODS, WINDG THAT SM IC BRACING, AND OTHER LA`THE RBRACINOF HEPR J CT ENGINEER IS THE RESPONSIBILITY ARCHITECT. 2. PROJECT ENGINEER OR ARCHITECT. 2. PROVIDEI'RPINTATBUF'PORTB TO ENSURE LATERAL TAUT, N 3. DON OTCUT,NOTCTCHOR DR ILL LPLVL. 4. SHIM ALL BEARINGS FOR FU LL CONTACT. S. VERIFY DIMENSIONS BEFOR E CUTTING LP LVL TOSIZE 8. THIS LP LVL ISTG BE USED PSAROOF BEAM ONLY. SUBkYII1T REACTIONS (LBS): MAXINTIM BEARING NUMBER 1 2 DOW 31811 3188 VI IrT --- --- MASIDIIQ.I IDENMECTIONS Chl 7 v LIVE LORD 0.14-(✓BB2) 0.51- sTEAD LOAD 0.27- TOTAL LOAD 0.32-(L/3BG) 0.68- - m.- d.dafamladaf ePeclsed ere In aastudal ma IdandasIdeas 0INDS.' Mail load maedju9mamb sartucreep. Tdel 10 mmass. iA A F I 1 LOAD TABLE 2 PLIES 1.750 X 9.500 LP LVL2860FD•1.SE DESIGN CONSISTS OF 2 - PLIES FASTENED NOTE: LOADS SHOWN ARE ARE CHECKED AS 1. OTHER LOAD CASE; TOGETHER (REFER TO NOTES). FOR PATTERN LIVE LOADING ARE CHECKED PS REQUIRE[ (DIMENSIONS )MEASURED FROM LEFT END OF SPAN OR CANTILEVER.) DISTRIBOTION EOMCE TYPE TOP/BIDE LORD BRGN TO IOAD LDr 6T-00-00 1T-04-ER UNI]IORH ROOF LERD BIDE PLr 00-00-00 SO-04-00 UNIrORM ROOF LIVE SIDE 210 PLP 00-00-00 10-04-00 270 1.00 DNxroRM BERM T,slceT 10 nLr oo-oo-oo 10-04-00 0.90 0.90 WARNING NOTES: THIS COMPONENT DESIGN IS SPECIFICALLY FOR L-P ENGINEERED WOOD PRODUCTS. USE OF THIS DESIGN FOR ANYTHING OTHER THAN LP LVL OR LP LSL OR LP IJOISTS IS STRICTLY PROHIBITED. ANY MODIFICATION OF THIS DOCUMENT REQUIRES RENEW BY A DESIGN PROFESSIONAL MINIMUM BEARING SIZES ARE SUFFICIENT TO PREVENT CRUSHING OF THE LP LVL BEAM AS DESIGNED. IT IS THE RESPONSISIUTY OF THE PROJECT ENGINEER, ARCHITECT OR DESIGNER TO VERIFY THAT THE SUPPORT STRUCTURE FOR THIS BEAM IS CAPABLE OF SUPPORTING THE REACTIONS. ANCHOR LP LVL ROOF BEAM SECURELY TO BEARINGS OR HANGERS. THIS LVL BEAM RAS BEEN DESIGNED TO SUPPORT A300 LBS CONCENTRATED LOAD ACTING OVER 2.5 X2.5 Ff (6.25 SO FT) 13:500 9.50750 CROSS SECTION 12 0 r 10- 4- 0 MBI: 0.67 DESIGN CK]nIMPIA : VSI: 0.50 BET: 0.81 LIVE 140JLD a 20 PEP DEAD LOAD 25 PSF TOTAL LGAD 45 PSr ROOF = SPAR CARS. 27.00 IT Ro0r RIOT SPAR CAM. 0.00 M DErT 103 C11112BLIk . LIVE LODEFA: AD L / 240 TOTAL LOAD DEM: L / 100 CODE COMPLIANCES REPORT "A M-L280 ICC-ES EM-2403 LADBE M-25783 Como 11518-R rlcsi M15228 —rnuuswrvuvuurasr wwALe-' P LVL, LPLSL and CTR, LPWolstSpecileatons SoftWa2 PnTVlded By: NMV15 E'BC LP Engineered Wood Products suppaMeM connnc4ammrLP LVL IA LSL CIRaaa 01 b W paalpappucaEan tldvon gmllel l0glue lNmssnNl se epecaf a mlNmum olP TorlOand!3' Suite 2000 erCammofor8c. brBtl. Inn Orabr .,0 mcepl Nas OlIon NSbeel,37 219 800,5 37757 JVL IL and CJoleb idloLnOmn.dAli my costs, In Wdlenetl mamdel ham LP any ua dLP 1VLLSLenW CTR LP IJOIsbconNry Phone Phone 800.753.4369 m me llMb®tbdR hemon,ne4deseny expreawamnty alma pstlucleM LP Fez 888.753.0389 aalelimallmplisd Nellrylfed wamntlesormemnaraBtlhry .na ill,semincludlAl hmemmr. paawlarupa DWG # — ACOPY OF WE DRAWNG IS TO BE GNEN TO THE INSWLLING CONTRACIO SHEET ik UP lea mossaad sademah orLOWsienaPaclhc Comare0en. —T'�s e _r Jab Truss Truss Type cry ply walght AddAon I fi35669 20423 -CJ1 Jack -Open fi 1 e e o ti al Feel Coast Trues, Ft. Pierce, FL U946 ti LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.3 SOT CHORD 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014rrP12007 REACTIONS. fib/size) 2=14910-8-0, 4=711vlechanical Max Hoa 2=46(LC 8) Max Uplifl2=-106(LC 8).4=-4(LC 5) Max Grant 2=149(LC 1), 4=21(LC 3) L64o a Sep 28201E Mnok Indua lm, Inc. Wed NOV 11 13:00:20 201 a Y6901 ID:DozukA7DDd3SXWBdu7ye01ze7bC-ES NiWDQMrLAJcUHiEmAcMR5LpRKJ1bE1F71ULyKG99 .1-0-0 I 1-a0 1-ao a0 (2}1 Ed(0.131•x3.5•) toenails Sao -1:6.2 2x4 = CSI. DEFL, in (lox) Udell L/d PLATES GRIP TC 0.13 Vert(LL) -0.00 5 >999 240 MT20 2441190 BC 0.01 Vert(TL) -O.OD 5 >999 180 WB 0.00 Horz(7L) -0,00 2 n/a nre (Matrix-M) Weight: 5lb FT=0% BRACING. TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 cc bracing. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide. FORCES. (Ib)- Max. Comp./Max. Ten. -All forces 250 (ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.0pI BCDL=3.Opsf,, h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 , 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection Conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load noncancument 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 6l between the bottom chord and any other members. 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 to uplift at joint(s) 4 except ht=lb) 2=106. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 111111111///j PQU IN VFW .`� ��• GEMS. F��i. No 68182 O: �CTE OF O R , i..q �pNA� IENO`• Joaquin Velez PE ND.68182 Melt USA, Inc. FL Cart 6634 69M Parke East Blvd. Tampa FL 33610 Date: November 11,2015 '®WARNINO•Vedtytleal9n1anmeren entl READNDTEa ON ipS MD INCLUDED A9TEK REFfRANCEPAGE MlFl1)l rev. f0/0]12016aEFORE USE Design valid for use only Wth,wtel� connectors. This design b based only upon poromoters shovm. and Is for an Individual bulknng component, not ��• a War system Berare use, the bantling designer must verify the appricobiBty of design pammeters and proper Incorporate ink design into the overoll bulldingdestgn. BracNghdlcafedistopmventbucMingofNdtvldualWuw band/wchordmem rscnly. ACdifonaitemporaryand pemwnentbrocing WOW bapwysrequired forsfobSty and to prevent collapse Wthposable person011nlury and property damcge. For general guidance regarding the fabrication. storage. delivery. erection and bracing cf Wsses and truss systems. see ANSI/]Pit 0ualltyCdlerla,DSO.89 and BCSI BOBding Component 69N Parke East Blvd. SoloWnlormatlon avollablefrom Tmss Piatelnslilute,218 N. lee Street, Suife312, Alexonddo,VA 22314, Tampa, FL 33610 Jab Truss Truss Type Day Ply Weight AdditionT]6]55]0 20423 -CJJ Jack4pen 6 1 b Reference optionall East Canada Trues, Ft. Pit., FL U946 2x4 = LOADING (par) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 TCDL 15.0 Lumber DOL 1.25 BC 0.10 BCLL 0,0 ' Rep Stress [net YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=74/Mechanfwl, 2=231/M-0, 4=33/Mechanlwl Max Horz 2=81(LC 8) Max Uplift3=-39(LC 8), 2=114(LC 8) Max Grav 3=74(LC 1), 2=231(LC 1), 4=47(LC 3) FORCES. (Ib)-Max. Comp./Max. Ten. -All forces 250(I1g) or less except when shown. 7.640 a Sap 29 2016 MiTek Industries, Inc. Wed Nov 11 13.00:212015 Page 1 ID:OowkA7DDd3SXwBdu7yeOiza?bC-iLYlvsE2G3v1xm3TGxHP8a GOCmA2UrN5WaOoyKG9B 3-00 Scale -1:9.8 DEFL. in (loc) Vde8 Lid PLATES GRIP Vert(LL) -0.00 7 -999 240 MT20 244/190 Vert(TL) .0.01 4.7 >999 180 Horz(TL) 0.00 2 1 n/a Weight: 11 lb FT=0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 cc puffins. BOT CHORD Rigid ceiling directly applied or 1041-0 DC bracing. MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, In accordance with Stabilizer Installation guide, NOTES- 1) Wind: ASCE 7-10; Vult-160mph (3-secand gust) Vasd=124ni TCDL=9.Opsf, BCDL=3.OpsY h=15ft; 8=45ft; L=24B; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to account for these factors. . 3) Plates checked fora plus or minus 0 degree rotation about its center. 4) This truss has been designed fora 10.0 pat bottom chord live load nonconcument with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fill between the bottom chord and any other members. 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 Ib uplift at jolnt(s) 3 except (It=1b) 2=114. 8)"8emi-rigid pitchbreeks including heels" Member end fixity model was used in the analysis and design of this truss. .x �OPQUIN VA,-, 4' .- No 68182 Joaquin Velaz PE No.68182 Walk USA, Inc. FL Get 6634 6904 Parke East Blvd. Tampa R.33610 Date: November 11,2015 'A WARNING -Verity dea/gn pavamerera and READ NOTES ON WSAND INCLUDED All REFEWINCE PAGE MII-703 rev. 10/03/2415 BEFDRE USE Design valid for use any with Wea connectors. This dedgn Is based onty upon parameters shown, and b for an Individual building component, not ��- a truss Wslem. Before use, the bullring destgner must verify the oppfcobiBN of design parameters and property Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is allays required for stability and to prevent collapse Win possible personal Inver, and property damage. For general guidance recording the fabrication. storage. deMery. erection and bratrusses bracing of and true systems. sea ANSI/IPII Quality Creedal,DSB-89 and Best Building Component SON Parke East Blvd. Sofety lntormation available from Truss Plata Institute, 218 N. Leo Sheet, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Y Job Truss Truss Type Oty Ply Walght Adtl0lan TI6056T1 29423 -CJS Jack-0pen fi 1 Job e e e ti al Seat Coen Truss, Ft. Plane, FL S4949 7.640 a Sep 292015 MITek lndustnea, Inc Wed Nov 1113:00:212015 Pa gel ID:OozukA7DDd3SXWBdu7yeOlza7bC.iLYlvsE2G3vixm3TGxHPBa CUC)12UrN5ula0oyKG98 8 o -1.0-0 ' 1A0 5.0.0 2x4 = LOADING (psf) SPACING- 240 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 SCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2014rrP12007 LUMBER - TOP CHORD 2x4 SP No.3 DOT CHORD 2x4 SP No.3 Scale-1:13.2 CSI. DEFL. In (too) Well Utl PLATES GRIP TC 0.43 Vert(LL) 0.02 4.7 >999 240 MT20 244/190 BC 0.3D VertTL) -0.05 4-7 >999 180 WB 0.00 Hom(TL) 0.00 2 ma n/a (Matrix-S) Weight: 17 lb FT-0% BRACING. TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (Ib/size) 3=13O/Mechanical, 2=33910-B-D, 4=49/Mechanical Max Harz 2=117(LC 8) Max UpliB3=73(LC 8), 2>143(LC 8) Max Grav 3-130(LC 1), 2=339(LC 1). 4=77(LC 3) FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250 (I s) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd-124mph; TCDL=9.Opsf, BCDL=3,Opsf; h=15ft; B=45ft; L=24ft; save=4fl; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It is the responsibility of the fabricator to Increase plate sizes to account for these factors. 3) Plates checked for a plus or minus 0 degree rotation about Its center. 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.Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of Buss to bearing plate capable of withstanding 100 lb uplift at)oint(s) 3 except at -lb) 2=143. 8) This truss design requires that a minimum of 7/16- structural wood sheathing be applied directly to the lop chord and %' gypsum sheelrock be applied directly to the bottom chord. No 68182 * F : 4&/ liffill its, Joaquin Velaz PE No.68182 6904 Parke East Blvd. Tampa FL33610 Date: November 11,2015 A WARNING. Vv/tydeslgnperameuaand READNOTES ON MSAND/NCLUDEDMRENREFEWNCEPAGEMII.7473ne iW0Q0,15 BEFORE USE. De9gnvoid far use on"thIvIllconnectors. fi5 design Is based only upon poromelen shown and is for an individual building component, not �R- o lmss system. Before use, the bupdng designer must vedlythe appacablWy of design parameters and properly incorporate this design Into the overall building design. Bracing hdkatedIs to bucUng Individual truss band/a chord only. Additional temporary and bracing MiTeW prevent of w members permanent Is allays required for slabilily and to prevent collapse Win possible personal Injury and property damage. fcrgenemiguidanceregardng the 6804 Parka Eesl Blvd. fabrication, manage, delivery. erecllonondbmWss cing oftmssescnd systenu,see ANSVIFI1 GuoIlly Offedo,DSB-09 and 0CSl Building Component Tampa.re FIL SamB Sololylniormalion walable from Bass Plate Institute.218 N. Lee Street, Suite 31Z Alexandda, VA 22314. Job Truss Truss Type Oty Ply Waight AddfI.. T7e35672 2&2] -Us Jack-0pen 9 1 Referenceo do al East CaeslTress, R. Pierse, FL Us" 1-00 k1•r18 LOADING (pso SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 15.0 Lumber DOL 1.25 BCLL 0.0 • Rep Stress Ina YES BCDL 10.0 Cade FBC20147TPI2007 LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 7.610 s Sep 29 M15 MRek lnduslns3. ina. W04 NOV 11 13Va:222a15 Page 1 ID:OozukA?DDd3SXwBdu7yeOim?bC-BX677CFg1 NluYwdgpepehr.XGZc Km4XKYcByEyKG97 scale=1:16.4 CSI. DEFL. in (too) War L/d PLATES GRIP TC 0.85 Ven(LL) -0.06 4-7 >999 240 MT20 244/190 BC 0.62 Ven(TL) .0.18 4.7 >459 ISO WB 0.00 Horz(TL) 0.01 2 n/a n/a (Matra-S) Weight: 231b FT-0% BRACING. TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid calling directly applied. MITek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer REACTIONS. (lb/size) 3=184/Mechanlml, 2=450/0-8-0, 4=64/Mechanical Max Hoe 2-153(LC 8) Max UpIR3=105(1_C 8), 2=174(LC B) Max Grav 3=184(LC 1). 2=450(LC 1), 4=106(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown, NOTES- 1) Wind: ASCE 7-10; Vuft=160mph (3-second gust) Vesd-124mph; TCDL=9.Opsf; BCDL=3.Opsf h-158; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) As requested, plates have not been designed to provide for placement tolerances or rough handling and erection conditions. It Is the responsibility of the fabricator to Increase plate sizes to amount for these factors. 3) Plates chocked for a plus or minus 0 degree rotation about Its center. 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 Rl between the bottom chord and any other members. . 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) except Ut=lb) 3=105, 2=174. 8) This truss design requires that a minimum of 7116'sWctural wood sheathing be applied directly to the top chord and 'A' gypsum sheetrock be applied directly to the bottom chard. 1`/i1111 I111'ri PQUIN VFW Oil -S �G E N,9 F� No 68182 Ir O: E OF :��Z i �Ai �ONAIE?�``• ��/nnnnll�� Jelquin Velez PE No.68182 MITek USA Inc. FL Celt 6634 6904 Parke East Blvd. Tampa FL 33610 Date; November11,2015 AwARNING•verrtydesi0nparamelsrsand READ NOTESONTNISAND INCLUDED NITEKNEFERANCEPAGE Kf-7473rev.IWOMD15BEFORE USE Dedgnvdd for use arty win h9ret9 connealas. This deslan b based onN upon Parameters shown. and Is for an Individual bulldinB eomponenl, not a truss system. Berme use, the building designer must vetlly the applicability of design pommetem antl p operytraV oVote this dedanhlo the overall buldingdesign. Bmcblgiodkotedhto"re ntbuckEngolbsdMdu twnweband/achordmembenonly. Additional temporary and pemranentbracing MiTek• Is alwvys required for stability and to prevent collapse with possible penonallnixy and properly dameae. Forgeneralguidancerega irvglhe all Parke East BIM. tabdeation, damBa. dernery, ared'wn antl bracNp of busses and Truss systems. see ANSIAPII Q--UIy Cdleda. DSB.89 and BC5l Building Compenonf Temp.. FL 33610 Saletylelamotlon available hominas Plato inslitute.218 N. Lee Stieel. Suite 312. Alexandda, VA 22314. Job Truss Truss Type Oh Ply Walght AddBlon 7635674 2e1z3 ANG common GlMar 1 xy LJob ReferenceC a EaACosstTmae, FL Pierce, FL MM 7.640 a Sep 29 2e15 Minn, ImIsahlea, Ina. Wed Nov 1113.00:242015 Pepe1 ID:OozllkA7DDd3SXwBdu7ye0iz87bC-7WEUYuGxZ_HboDn2x316mCcbZDb7Fdigos5E17yKG95 's .1,ao 5614 I 7-1040 1 74I - 1 I z "a Sa3s8 1ss1D1 s �1 Scale=1:35.9 44 = 3xB 3A 11 U24 3,8 = 74 wit = 3.10 II 5x10 HUS26 U24 �a Plate Offsets (X.Y)- f6:0-5-0 0.3-01 LOADING(psQ SPACING- 2-0-0 CSI. DEFL. In (lac) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.95 Vert(LL) 0.24 7-13 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.92 Verl(TQ -0.51 7-13 >477 180 BCLL 0.0 • Rep Stress Incr NO WE 0.95 Hoa(TL) 0.10 6 ma ma BCOL 10.0 Code FBC2014rrP12007 (Matra-M) Weight: 20716 FT-0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD 4-6: 2x4 SP 285OF 1.8E BOT CHORD BOT CHORD 2x6 SP SS WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 6=6203/0-4-0, 2=35121(-8-0 Max Horz 2=90(LC 7) Max Uplift6=-2088(LC 8), 2=-1236(LC 8) FORCES. (Ib) -Max. CompdMax. Ten. -All forces 25D fib) or less except when shown. TOP CHORD 2.3=10070/3438, 3-4=-8229/2851, 4-5=-8236/2853, 5-6=12142/4093 BOT CHORD 2-10=-3178/9508, 10-16=-3178/9508, 9.16=-3178/9508, 9-17=-3806/11491, 17-18=-3806/11491,8-18=.3806/11491,7-8=.3806/11491,6-7=-3806/11491 WEBS S.7=1169/3452, 3-10=451/1458, 4-9-1715/4994, 3.9=-2125g76, 5.9=.4615/1712 Structural wood sheathing directly applied. Rigid calling directly applied or 9-1.6 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Tap chords connected as follows: 2x4 -1 row at 0-7-0 cc. Bottom chards connected as follows: 2x6 -2 rows staggered at 0-9-0 cc. Webs connected as follows: 2x4 - 1 raw at 0-9-0 cc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf BCDL=3.Opsf; h=151t; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL-1.60 5) The solid section of the plate Is required to be placed over the splices line at Joint(s) 8. 6) Plate(s) at joint(s) 4, 6, 2, 7, 5, 10, 3 and 9 checked for a plus or minus 0 degree rotation about its center. 7) Plate(s) at Joint(s) 8 checked for a plus or minus 2 degree rotation about its center. 8) This truss has been designed for a 10.0 pelf bottom chord live load nonconcumenl with any other live loads. 9)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0tall by 2-0-0 wide will fit between the bottom chord and any other members. . 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at)olnt(s) except (t=lb) 6=2068,2=1236. Li) "Semi -rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. '12) Use Simpson Strong -Tie HUS26 (14.1Od Girder, 4.1Od Truss, Single Ply Girder) or equivalent at 7-0-12 from the left end to connect truss(es) to front face of bottom chord. 13) Use Simpson Strong -Tie U24 (4-1 Ed Girder, 2-1Odxl 112 Truss) or equivalent spaced at 2-0-0 cc max. starting at 9-0-12 from the left end to 11-0-12 to connect trusses) to front face of bottom chord. rl4AfPK,a Raikhgleewhere harmer Is In contact with lumber. �OPQU ..1 VFW CENS No 68182 r 0' .%� E OF � 'oq ONA1-6�o`• /11111111111 Joaquin Velez PE Ns.68182 Mffek USA, Inc. FL Cert 6634 6904 Parke East Blvd, Tampa FL 33610 Date: November 11,2016 AWARNING-Verlrydoula19rem9rersandREADNOTESONMSANDINCLUDEDMREKREFERANCEPAGEMII.747arov.f0/032015BEFOREUSE. }�eR Dedgn valid for use ant/ wen WaNiaconnectors. Thu design b bared a* upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must vedh the applicabllih of design parameters and propedy Incorporate this design Into the overall .E-ai9Yep■ buBdingdedgn. Bmchgbdicoted6fo WevenlbocktingotfpdMCuoltwns bond/mchcWmembero*. Additional emporary and permanent bracng MiTek' Is allays required for stablIty and to prevent collapse with possible personal lrlury and property damage. For general guidance regarding the 69M Parke East Blvd. fabrkation, storage, delivery, erection and bracing of hums and Imes systems, see ANSVTP11 costly Warta, DSB.B9 and SCSI Building Component 5aleh1nrarmatlon available ham Truss Plate Institute,218 N. Lee Street, Sulte312, Almanddo. VA 22314. Tampa. FL 33610 Jab Trusts TNe6 Type Dty Ply WaipM AddMon ne3sa7a 20423 A01G Gammon GIMer 1 2 b ee ce(optional) ...u09el lNea, e1. YleM.. FL 34e46 . LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads(plf) Vert: 1-4-70, 4-6=-70, 2.18-20, 11.18=-628(F=-608) Concentrated Loads (ID) Vert: 10=1186(F) 16=612(F) 17-615(F) 7.640 a Sep 29 2015 MITek Industries, Ind. Wed Nov 111100:242015 Pape 2 ID:OozukA?DDd3S%wBdu7yeOize?bC-7wEuYuGxZ_Hbo0n2x3r6mCcbZDb7Fdggs5E17yKG95 A WARNING•Valyy design pammelers and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 0111-7423 my. 10003M 1S BEFORE USE. IjII' Deggnvelid tw use only with NVTeLO connector. ThB design is based only Bryon parameters shown. and it loranlndividuol busaing component, not a Wa system Before use, the building designer must verily the oppOcablOty of design parameters and pmpedy Incorporate this design Into the overall buldogdesign. Bracing indicated htoprevent buckGngotindividuattwo v,ebanuarchordmembers only. Atltlitionaltemporary and pemwnenlbracing MITek' Is coveys mquked tarstoldEty and to prevent coiopse with possible personal Injury and property damage. Far general guidance regarding the 8906 Parka East Blvd. ......m— dewe,v. ereelonandbracho othdsser and lmsrrystenu.see ANSI/Ml. Guanly CMeda.DSB-B9 and SCSI BuOding Component Tampa, FL 33610 Jab Truss Truss Type Dty Ply Walght AddBlon T76356]] 28453 AUG Kill 1 1 Job Reference foationall EemcexsiTruss, Ft. Pieme, FL 34946 7,mu a 6,29 Ni Mnex industries, mc. Visa N— 11 IO.uLL(a iiwl . 90• ID:CozukA9DDd3SXwBdu7ye0iw?bC.31MenIB5bXJ1XxR2UtardhzlDlSjh56FAaL5?yKG93 LOAD CAS ES) Standard �. • 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIQ Vert: 1-3=70,3-5=-70, 5.7=-70,11-14=-20 Concentrated Loads (Ib) • Vert: 3=114(B) 5=114(B) 10=-340(8) 8=340(B) 4=114(B) 17--114(B) 18=-114(B) 19=-44(B) 20=-44(B) 21--44(B) • ® WARNING •Venry daelgn peram.M. end READ ND]ES ON TNIS AND INCLUDED Fal REFERANCE PAGE Will rev- 10/0041015 BEFORE USE. ��• Design valid for use only wish We& connectors. Thu design u based only upon parameters shown, and u for an individual building component, not a truss syslem. Before use, the building designer must verify the applicability of design pammeters and property hcomorote this design Into the overall bulldingdoiDn. Bmchg indicated u to prevent buckling of lndMdual iruwweb and/or chord members only. Additional temporary and permanent bracing MiTeW Is alvmys required for stoblfty and to Prevent colcpse Wth possible peoonallnlury and property damage. Forgenemiguldenceregardmgiha fabrication, storage. delivery. erection and bracing of Wises and mes;systems,see ANSVTPII Gua6hy Criterle,DSO.89 and BC5l Building Component 6904 Part 5.M BNd. Saletylnfarmelian awiloble from Truss Plate Institute,218 N. Lea Street, Suite 312, Alexandria, VA MI 4. Temp., FL 33610 Job Truss Truss Type Oty Ply Weight Million T]aJ58i0 26423 BO1 r Hip 1 1 Job Reference i East CoastTmss, FL Pimm, FL 34946 7.M0sSep292015V%Teklndusines,lna WedNOV1113:0C272015 P2901 ID:OozukA?DDd3SXWBdu7yeDlm?bC-XWOAvJpsvgAfhWdcCOpOrEFmdg4S7hGUgKveRyKG92 1 -141-0 6-2A 91: 2 1 1410.0 1.0.0 6-2-0 3-4-8 5." Nl 4x4 = Scale is 1:26.9 3x4 = 3x4 = 3x8 = 2x4 II Plate Offsets (%Yl— 12*0-2-OEdoel LOADING feel) SPACING. 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.13 7-10 >999 240 MT20 244/190 TCDL 15.0 Lumber DOL 1.25 BC 0.64 Vert(TL) -0.36 7-10 >496 180 BOLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(TL) 0.02 6 n/a NO BCDL 10.0 Code FBC20147rP120D7 (Matrix-S) Weight: 69111 FT=O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 6=6351Mechanlcal, 2-76010-&0 Max Hoa 2=223(LC 7) Max Uplifl6=-214(LC 8), 2=288(LC 8) Max Gmv 6=635(LC 1), 2=760(LC 17) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=11751427, 3-4=773/286, 4-11=690/289, 5-11=690/289, 5-6=-602/225 BOTCHORD 2-7=358/1064 WEBS 3-7=424/237, 54=-2421781 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=9.0psf; BCDL=3.Opsh h=15ft; B=4511; L=24ft; eave=4ft; Cat. 11; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) Plates checked for a plus or minus 0 degree rotation about Its center. • 5) This truss has been designed for a 10.0 Pali bottom chord live load nonconcument with any other live loads. 6)' 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 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girders) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100111 uplift at joint(s) except at=lb) 6=214. 2=288. 9) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and M' gypsum sheetrock be applied directly to the bottom chord. %% U IN 'S�Pac No 68182 *�� m , :* Joaquin Velez BE No.68182 MTek USA, Inc. R. Cert 6634 69D4 Parke East Blvd. Tampa R.33610 Date: November 11,2015 ®WARNING. V.dilydee/gnpsramafersend READ NOTES ON THISAND INCLUDED NMEK REFEWNCEPAGENI-747J rev. 10/JJR0I5 BEFORE USE. Delid sigi fwuse oniv Wth rMelsEconneclon. IDk designb ra based onNupon pametersshorn, smallsforonIndiAdualbuilding component, not ��- a toss system. Before use, the building designer must vedty the applicability of deal parameters and properly Incorporate this design Into the overoll lmssweband/or Additional temporary and bracing MiTOW bulWNgdesign. Bracing indicated a to prevent bucks of lndMdual chord members only. permanent Is olv ys roasted for stobllity and to prevent collapse with possible personal lnWry and property damage. Forgeneralgaidancaregardingihe fabricalbn. storage,delivery. erection and bracing of trusses and truss systems. see ANSIINI QuaIHy CMeda,DSB-B9 and BCSI Building Component 69N Parke East BIM. Salatylnimmolion avail.blefrom Truss Pl.telnstiWt.,2%BN.Le.Street,Su11e3l2,Ale.ndd.,VA22314, Tampa, FL 33610 Job Truss Truss Type 0ty Ply Weight Aviation n635679 28423 1 B02 Half Hip 1 1 1 !job Reference (optional) 91 6.11-10 r.wu a sep as ama Mlles mausmes, ma wea nav n TaluuQ zaao raga' ID:OozukA7DDd3SxwBdu7yeCiza7bC-7hTPNFJRdOo1Gr5pAw3X2mOs11 JBamPilJ3SAuyKG91 2-0.6 4x4 = 5.10-0 Scale =1:28.9 3x4 = 3x4 = 348 = 2x4 II 9.0.0 5-10.0 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in (lot) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.48 Vert(LL) -0.10 7-10 >999 240 MT20 2441190 TCDL 15.0 Lumber DOL 1.25 BC 0.58 Vert(TL) -0.30 7-10 >595 180 BCLL 0.0 ' Rep Stress Incr YES WH 0.31 Horz(TL) 0.02 6 We n/a BCDL 10.0 Code FBC2014rrP12007 (Matrix-S) Weight: 68 lb FT=0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4SPNo.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=632/Mechanicel, 2=763/0-8-D Max Horz 2=211(LC 7) Max UpIIft6=-213(LC 5). 2=-291(LC 8) Max Grav 6=632(LC 1), 2=763(LC 17) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid telling directly applied. MITek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. FORCES. (Ill -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=11151389. 3-4=830/315, 4-11= 755/305, 5-11=-755/305, 5-6=-589/224 BOT CHORD 2-7=-3311996 WEBS 3-7=345/196, 5-7=-250/808 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wnd; ASCE 7-10; Vult=160mph (3-second gust) Vandal 24mph; TCDL=9.Opsf, BCOL-3.Ops1; h=15ft; 6=45ft; L=24ft; eave=4ft; Cal. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); cantilever left and right exposed ; end vertical left and right exposed; Lumber COL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about 8s center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except Ut=lb) 6=213. 2=291. 9) This truss design requires that a minimum of 7/16'structural wood sheathing be applied directly to the top chord and''' gypsum sheelrock be applied directly to the bottom chord. ``1411111111ffIf, N P001 No 68182 O: E OF :W i� O p 1 ..* Q- ,. C� �` 'off tONA� IE14.�` Joaquin Velaz PE No.68182 Bate: USA Ina FL Con 6634 larke East Blvd. Tampa R, 33610 November 11,2015 -AL WARNING desl9npanmeren and READ NOTES ON Fee AND INCLUDEDMITEN REFERANCEPAGEMP-7473 nw, 10/03201586FORE USE. aaaa Design valid for use a* with WOO connectors. This design Isbased only upon parameters shown, and Is for an Individual building component, not �a• a Truss system. Before use, the building designer must vedfy the appfcclarty of design parameters and properly incorporate the design Into the overall bulldingdeslgn. Bracloghdkate 4topreventbucUS goflndNIduoltmzs band/mchordmembemoNy. Additional temporary and permanent bracing MITek' is ahv s required for staloWly and to prevent scRopsewth possible personal injury and property damage. For general guidance regarding the 69N Parks East Blvd. fabrication, storage, delivery. erection and bracing of frusses and truss systems. see ANSI/111`110ualltyCdte4c, D511-119 and BCSI Bul ding Component Safety Information available fromauss Fole institute,218N. Lee Street. SUff,312 Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type 0ty Ply Waight Monies T7635680_ 28423 BD3G Helf Hip attest1 t Job eere Gast coast l Nsl, Ft. Me., FL Nose n-o-o 7.OD -0 7-0 D - T 3x4 = 3m-0 Scale-1:27.4 4a8 1x4 If 4n4 = 1x4 II 4xs = 34 II LOADING (psf) TCLL 20.0 TCDL 15.0 BCLL 0.0 • BCOL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/rP12007 CSL TC 0.72 BC 0.65 VJB 0.69 (Matrix-M) DEFL. in (loc) i Ltd Vert(LL) 0.08 8-11 >999 240 VerhTL) -0.19 B-11 >927 180 HOrz(TL) 0.05 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 681b FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-3 oc pudins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid calling directly applied or 7-2-0 oc bracing. Mirek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer stalls i ui e REACTIONS. (lb/size) 6=1206/Mechanical, 2=1118/0-8-0 Max Hom 2-167(LC 7) Max Uplifl6=-412(LC 5), 2=-416(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=2208/732,3-12=-1577/585,4-12=-1577/585,4.13=-1577/585, 13-14=-1577/585, 5-14-1577/585,5-6=-1140/422 BOT CHORD 2-8=-680/2023, 8-15=-683/2052, 7-15=-683/2052 WEBS 3-8=51/563, 3-7=555/172, 4-7=549/316, 5-7=-617/1815 NOTES- 1) Unbalanced roof live loads have been considered for this design. 5 eft and right exposed ; enDd vertical left and right exposed: Lumbe�DOL=1I60 E �C:�1 Provide dr p DOL-1edrai'age u presvenitrwater NV 3) poncdan9leve? ' ,`,�OPQG = Vk SF 4) Plates checked fora plus or minus 0 degree rotation about Its center. 4� 1 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcunenl with any other live loads. • : No 68182 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 chard and any other members. 7) Refer to girder(s) for truss to truss connections. 6=412, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 to uplift at jolnt(s) except at=lb) 2=416. "Semi E OF : �UZ 9) -rigid pitchbreaks Including heels' Member end fixity model was used in the analysis and design of this truss. '. F:� 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)143 Is down and 137, to up at O R `V N�,�� 1, 7-0-0, 143 Ib down and 137 It, up at 9-0.12, and 143 Ib down and 137 Ito up at 11-0-12, and 143 Its down and 137 lb up at 13.0-12 on . ��. .......... O • tap chord, and 340 Ib down and 115 to up at 7-D-0, 66 Is down and 1 Its up at 9412, and 66 Its down and 1 lb up at 11-0-12, and 66 lb �� ��% �i1110N P•1 0: down and 1 Its up at 13-0-12 on bottom chord. The design/selection of such connection devices) Is the responsibility of others. „ 11) In the LOAD CASES) section, loads applied to the face of the Was are noted as front (F) or back (B). Joaquin Velez PE No.68182 •• LOAD CASES) Standard Mfrek USA, Inc. FL Cart 6634 • 6904 Parke East Blvd. Tampa FL 33610 Date: November 11,2015 Continued an page 2 ®WARNING. Vartly dinike psromefersand READ NOTES ON THIS AND INCLUDED WTEx REFESIANLE PAGE Mll-7473 rev, 10/034013 BEFORE USE. Design valld far use onlywith WekOconnectors. This design Is based only upon parameters shown. and is lot an Individual building compenenf, not a truss syslem Before use, the building designer must verity the opmcabllity of design parameters and properly Incorperate this design Into the overall Is buckling hue only. Additional tempworyand WGk' bulldingdesign. Bracing Indicated topravenlofndMdualweb and/or chord members pemwnentbracing Is always required for stability end to prevent collapse wllh possible peaenal injury and property damage. For general guidance regarding the lobdcatlen.0croge.delivery. erectlonand bmcingoftrucesond Buss Wstems.see ANSVTPII Quality Criteria,DSS-8B and BCSI Building Component 69N Parke Fast BNd. SoMylnformallon available From Truss Plate Institute,218 N. Lee Sheet, Suite 312, Alexandra, VA 2MI4. Tampa FL 33610 Job Truss Truss Type pry Ply Weight McCort 28d23 BO3G HaKHip Ginner 1 ns35seo 1 (national l.1NU 0 Sep 2U 2U15 AVlelt Industries. Inc. Wed Nov 11 13.0028 2015 Pape 2 ID:OozukA7ODd3SXwBdu7ye0iza7bC-7hTPNFJRd0o1Gr5pAw3)QmK610CBUmPiU3SAuyKG91 LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Inmase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3-70, 3-5=70, 6.9=20 Concentrated Loads (lb) Vert: 3=-114(B) 8=-340(B) 4=114(B) 7=44(B) 12=114(B) 13=114(B) 15=-44(B) 16=-44(B) QWARNIND- Vadfydeslgn Pane.aam and READ NOTES ON THIS AND INCLUDED NITEK REFERANCE PAGE NR-7Oz m. 101=015 BEFORE USE. ��- Designvalid far we only vAth Wea connectors. Pds design Is based aM/ aeon Po amelen ahovm, andisfor an lndrAdualbugding componenl. not ing a Inch system Before use. the bull designermust veAy the applicabiGy of design Pommelen and Properly incomomte th6 design Into the overcn MffeK buildingdesign. BracNgindicatedhIopreventbulldogotbdMdualbussweband(orctwrdmemberso*y ACdtlonot temporary and permanent trading Is alwaysreaured for dab9ity and to prevent aogopse v Irj Padfae Penondnnkayend rop"carnage. y Cenerdguiddnceregardinglhe 6904 PaM1S East Bfd. fabdcalbnstorage. de&M. erectbn and bsadng of hoses and lmss systems.see ANSV1PII Codify Cdteda. �SO.09 and BCSI Maine Component Tampa.FL MID Job Truss Truss Type Oty Ply Weight Motion ne3s6es 28423 VB Valley 1 1 I Job Reference i al car.....lwa, rt Heft., PL Meae e-o-0 7.640 s Sep 292015 MRek Industries, Inc. wed Nov 11 13:00:30 2015 Page 1 ID:OozukA?DDd3SXwBdu7yeOlm?bC-y4b9oxLi9g2MOFCHKyXOTsmvrpnfYFIAOYZEmyKG9? 2.4 II Scale =1:17.2 3 5 4 2x4 % 1x4 II 2x4 II I LOADING(psQ SPACING- 2-M CSI. DEFL. In (too) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Ven(LL) rda - Na 999 MT20 2441190 TCOL 15.0 Lumber DOL 1.25 BC 0.20 Vert(TL) me - n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 4 n/a me BCDL 10.0 Code FBC2014/TPI2007 (Matrix) Weight: 27111 FT=0% LUMBER- BRACING. TOP CHORD 2x4 SP No.3 TOP CHORD Structural wood sheathing directly applied or 6-0.0 cc purlins, except BOT CHORD 2x4 SP No.3 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid telling directly applied or 10-0-0 cc bracing. OTHERS 2x4 SP No.3 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer REACTIONS. (Ib/size) 1=102/7-11-4, 4-145/7-11-4, 5=375/7-11-4 Max Horz 1=154(LC 5) Max Uplift 1=16(LC 8).4=41(LC 5), 5=148(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ih) or less except when shown. WEBS 2-5=289/168 NOTES. 1) Wind; ASCE 7-10; Vuft=160mph (3-second gust) Vasd=124mph; TCDL=9.Opsf; BCDL=3.Opsf h=15ft; B=45ft; L=24ft; save=4ft; Cat. II; Exp C; Encl., GCpl=0.18; MWFRS (directional); cantilever left and right exposed; end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcumenl 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 joini(s) 1, 4 except (jt=lb) 5=148. 7) "Semi -rigid pitchbreaks Including heels' Member end f xty model was used In the analysis and design of this truss. ,,%� pUIN r VE74 .` J •' GENg'.� .� No 68182 O: E R 1.. %% Joaquin Velez PE No.68182 MITek USA Inc. R. Coil 6634 November 11,2015 ®wAmmo-vwlty daelpnpenmeren end READ NOTES ON 1NISAND INCLUDED NIMICREFERANCEPAOEM11-7473ny- 1WOMOISSEFORE USE Design valid for use only with Mnek0 connectors. This design 5 based only upon parameters shown and Is for on Individuol building component, not a Wss system Before use, the hurtling designer must verily Inc applIcebiBly, of design parameters and property hcomamte this design Into The overall building design. Bracing Indicated is to prevent bucIling of rdlNdual two web and/or chord members only. Addiflonal temporary and permanent bracing WOW Is always required for dustily and to prevent collapse with poardo personal injury and property damage. For general ,uldonce regarding the fabrication,storage. dellvery. erection and bracing of trusses and two systems, see ANSIAPII Ovarty Erreda, DSB.89 and BCSI BuOitng Component 6904 Parke Fast Blvd. Safelylnlormatian avallabie from Tmse Plate lnslilule,218 N. Lee Skeet, Suite 31Z Alexandria, VA 22314. Tampa, FL 33610 Symbols Numbering System ® General Safety Notes PLATE LOCATION AND ORIENTATION �3- Center plate on joint unless x,y 4 offsets are indicated. 64-8 dimensions shown in ft-in-sixteenths I I (Drawings not to score) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ftssixteenths. Apply plates to bothh sides of truss 1 2 3 I. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, is always required. See BCSI. 1 0' /16 c1-2 Mz 2. Truss bracing must be designed by an engineer. For T 4 o WEBS c,� m b a p a V v j1y� 3 O wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor bracing should be considered. 3. Never the design loading exceed shown and never stack materials on inadequately braced trusses. 00 0- 4. Provide copies of this truss design to the building Forx 2 orientation, locate cra csr cs-s designer, erection supervisor, property owner and ;4 plates 0-149' from outside BOTTOM CHORDS all other interested ponies. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane of joint required direction of slats in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment In accord with ANSON I. ' Plate location details available In MTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC-ES Reports: use with Fire retardant, preservative treated, or green lumber. The first dimension is the plate 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 10. Comberis a non-structural consideration and B the responsibility of truss fabricator. General practice B to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, size. orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used 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 eall dfiepecis, equal to or better than that specified. 13. Top chords must be sheathed or purtins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSUTPI 1 section These truss designs rely on lumber values 14. Bottom chords require lateral bracing at 10 ft. spacing, BEARING establishhee d by others. or less, if no ceiling Is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. Indicates location where bearings 16. Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but © 2012 MTek® All Rights Reserved 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. e I8. en ro green treated lumber may pose unacceptable environmental, health or performance risks. Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, M iTe k® 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Duality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 DATE FII ED: O )lb REVISION FEE: PERMIT# ZTo6" 0163 RECEIPT # PLANNING & DEVELOPMENT SERVICES BUILDING & CODE REGULATION DIVISION 2300 VIRGINIA AVENUE FORT PIERCE, FL 34982-5652 972) 462-1553 FAX 072) 462-1578 APPLICATION FOR BUILDING PERMIT PROJECT INFORMATION N/SITE ADDRESS DETAILED DESCRIPTION OF PROJECT REVISIONS: . jd„>,s /a- Z-A L Ae :'l?Zee (^cu,9 L S �zat-:ga r CONTRACTOR INFORMATION: GUm AiSe r,ql STATE of FL REG./CERT. #: S°Ji ST. LUCIE COUNTY CERT. #: BUSINESS NAME: QUALIFIERS NAW: ADDRESS: DJ . I/l" c , CITY: C &A45' STATE: PHONE (DAYTIME): `3 2-1 ^ 9 q ^ 22S'r FAX: OWNERBUII.DER INFORMATION: FAX: NAME: _ ADDRESS: _ CITY: _ PHONE (DAYT=): FAX: L ST. LUCIE COUNTY BUILDING DIVISION REVIEWED FOR COMPLIAIhjCE REVIEWED BY DATE PLANS AND PERMIT' MUST BE KEPT ON JOB OR NO INSPECTION WILL BE MADE II II II II II II II II II II LINTEL SCHEDULE I I Nla- Carr-ae L-1 $F$ tee IT 40-=-4acre L-2 8RU6. FLORIDA APPROVAL PRODUCT # FL158-R3 e-4PNC-r�C-Tw EXISTING C.M.U. WALL PROPOSED 8" C.M.U. WALL PROPOSED PRE -CAST LINTEL THESE PLANS AND ALL PROPOSED WORI( ARE SUBJECT TO ANY CORRFCTIONS REQUIRED BY FIELD NJSPECTORS THAT MAY BE NECESSARY if•I ORDER TO COMPLY WITH ALL APPLICABLE CODES. PROVIDE CLEAN OUT HOLES FOR INSPECTION @ ALL REINFORCED FILL CELLS 5I8�SHEATHING II I 131 4' L-1 I.bl II Ii. C IIBFoI�,I. II � II I fl II II W��� II II I II II II 91 H, UNk" II III 1M II II II �'�` II II III I II II II II II� II III IILL PRE —CAST LINTEL PLAN SCALE: 1/4' = V-0" SHE RAV.+ A �W6AW r-ol= CVYI'v-1o1.) aF L.IrjTL lL TO LyI_ pWL..r N b,LL ADT41wrg-' G�4' To Fp ruz. Pl.�r.j CODE DATA 1. DESIGN PER 2014 FLORIDA BUILDING CODE 2. WIND LOAD = "V" = 160 M.P.H. 3. WIND EXPOSURE: (B) 4. RISK FACTOR II, ENCLOSED NUMBER OF STORIES: ONE " BUILDING CATEGORY: RESI C110EA1ED FASTENERS OR ARETHERESPONSlB/ORA (ACHE ENTS CONTRACTOR OFRECORD ECEN lRJAN 15 1015 BY BLOCK CELL. FILLED W/ CONCRETE AND 1 #5 DOWEL LAP MIN 36TO 1 #5 VERTICAL UP TO TIE BEAM (TYPICAL) PROVIDE"SIMPSON"MSTM ILP W/ ('1)'Ivd (4)'1/40'r2r/V,TITed 1 METAL TWIST STRAPS @ EACH END OF 2"x6" ROOF JOIST @ 24" O.C. REVIF IS 1 ■ INDICATES #5 VERT/ FILLED W/CONCRETE R1 ?I sC�a "-• a IU r�l�w UJD d PROVIDE"SIMPSON"HETA20 +4/ HURRICANE STRAPS # EACH EXISTING PRE-ENG ROOF TRUSSES EXISTING PRE-ENG ROOF TRUSSES @ 24" O.C. TO REMAIN Paul Welch Inc. Mechanical * Electrical * Civil Engineering .1984 S.W. Biltmore St. Suite #114 Port Saint Lucie, FL 34984 Phone Email (772) 785-9888 PWELCHINC@AOL.COM /PAUL WELCH P.E. FL. REG No. 29945 JAN 2 5 2016 n8 LM IT! 91ffT NUMBER: