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HomeMy WebLinkAboutBuilding Plans_5 :! mate tcf_e+ukrPloor 2cr r r o , fie' r i , f { r , r 4 r � 1 All = 1' AC : 1/4" = 1' 12 12 1 LEFTSIDE ELEVATION 1 /4" = V /AT ION To gm m Top. or. 12 12 , FRIGHTSIDE ELEVAT:ION 1/4" = 1' r i V u t top SF Top of METAL ROOF E METAL R GUTTER AND DOWN SPOUT SYSTEM �e'Vl"XL ffC-f,-V tt4 LuL.AxtzfJ NTS REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUP11TY B06C FILE COPY PAUL WELCH INC. MECHANICAL ELECTRICAL CIVIL ENGINEERING 1984 S.W. BILTMORE ST. SUITE #114 PORT ST. LUCIE, FL 34984 PHONE (772) 785-9888 E-MAIL PWELCHINCa,AOL.COM PAUL WELCH, P.E. FLA REG NO. 29945 II 422 t 0 L CL r L0DL+1.0LL 0.6 DL + 0.6 WL CASE 2 T S_ 3 = _ Planning & Development Services Department 0 Building & Code Regulations Division __--- 2300 Virginia Avenue, Fort Pierce, FL 34982 - (772) 462-1553 Certification for Design Load Compliance Project Name: JACQUIN BLDG. Project Address: 1013 COPENHAVER RD. Permit #: Occupancy Type: R Construction Type: v INSTRUCTIONS FOR USE: e This certification must be completed, signed, and sealed by the design professional of record. • Submit (2) copies for residential, (3) copies for commercial with all permit applications involving the following: o New Residences (single or multi -family) o Residential Addition o Any accessory structure requiring a building permit o Any non-residential structure. ' Note: Form not required for interior renovations provided that no exterior structural elements are affected and certain minor building permits at the discretion of the local building official. Contact the # above for questions. DESIGN PARAMETERS AND ASSUMPTIONS USED: (complete all that apply) 1. DESIGN CODE. Florida Building Code 2017 (6th Edition) using ASCE 7-10 2. Structure Designed as (check one): X Enclosed Enclosed -Partially _Open 3.RiskS tell XII IV sure Category: X B_C_D _III 4. Design Win Ve city �1fi0 mph 1.84 ASD) N/A LRFD End Zone Width: 5 ft 5. Mean Roof Height: 15 ft "'• Roof Pit"c " 12 Parapet: N/A ft 6. Components & Cladding Design Pressures Used: (PSF, based on 10sgft @ 15'MRH, clearly label on all plan openings): 16.0 16.0 16.0 24.2 24.E 22.9 Zone 1: Zone 2: Zone 3: Zone 4: Zone 5: Garage: -24.2 -40.6 -61.1 -26.2 -32.4 -29.9 7. Design Loads: Floor., N/A PSF Roof/Dead: 5 PSF Roof/Live: 20 Balcony:. N/A PSF Dock: N/A PSF Deck: N/A PSF Stairs: N/A PSF Fence: N/A PSF Railings: N/A PLF / CONCENTRATED 8. Were Shear Walls Considered For Structure? _X_Yes _Not Applicable Explain Why Not: 9. Is A Continuous Load Path Provided? X Yes _Not Applicable Explain Why Not: 10. Design Soft Bearing Pressure: 2500 PSF Soil Test Reports Submitted? _Yes DESIGN PROFESSIONAL CERTIFICATION STATEMENT: I certify that; to the best of my knowledge and belief, the attached plans & specifications have been designed to comply with the applicable structural portions of the building codes currently adopted and enforced by St. Lucie County. i also certify that structural elements depicted on these plans provide adequate resistance to the design forces specified: Paul Welch P.E. 29945 / 5115 Print Name Cert # & Co. Cert Auth. Paul Welch Inc. ON PLAN 1/21/2020 Signature, Date, and Seal 1984 S.W. Biltmore St. Suite #114 Port St. Lucie, FL Company Name & Address " SLCCUV Form ii 02U-12 Hevised 3/15/12 (JSI NOTES:., 1) THE CONTRACTOR, SUBCONTRACTOR, SUPPLIER, ECT. SHALL VERIFY ALL DIMENSIONS, CONDITIONS AT JOB SITE, PLANS, SPECIFICATIONS, ECT. 2) STRUCTURAL FEATURES NOT DETAILED ON THESE PLANS WILL BE ADDRESSED BY THE ENGINEER AS CONSTRUCTION PROGRESSES. 3) ALL WRITTEN DIMENSIONS ON THESE DRAWINGS TAKE PRECEDENCE OVER SCALED DIMENSIONS. 4) ALL CONSTRUCTION MUST COMPLY WITH THE FLORIDA BUILDING CODE (FBC) 2017, FBC 2017 RESIDENTIAL, FBC 2017 PLUMBING CODE, FBC 2017 MECHANICAL CODE, FBC 2017 ENERGY CONSERVATION, AND THE NEC (NFPA 70) 2014 EDITION. S) RESIDENCE LOCATED IN NEGLIGIBLE WEATHERING AREA, AND IN VERY HEAVY TERMITE INFESTATION AREA PER FRC 301, 1 I E 2.63r _ 2.63 5.61� t t 5.80 5.80 9,28 FRAME REACTIONS AT FRAME LINES l2/ THRU 4 0.44 6.64- 1.0 l)L + 0,75 LL+ 0.45 WL 0.6 DL + 0,6 WL 2.05 2.05 2.01 6.70 2.01 P-77 912E 2.80 COLUMN REACTIONS AT FRAME LINES i_ AND O ( ALL REACTIONS IN KIPS ) ' Walk Door Attachment Anchor Requirements forJambs UP to an including 100 psf 160 psf Opening height Max -Distance Min. Anchor Maximum Maw Distance Min. Anchor Maximum". (Nitres) From End of Quantity Spacing From End of Quantity Spacing Jamb (Inches) Jamb (inches) to'B4'! 12 5 19 12 a; 10 BO 12 5 19 12 5 19 so 12 9 19 12" 6 1B SNADOW PANED t8-liaise 81b1 t'-0' 3 11/16' (x(TERIOR luff4C( (IT)\ A sie•r (--f3 11/16' 7/8' 1 7/8--W , d3 1/2' d PANEL SLDCTiOhM M PEIMM MATCMK WIXC 11711/FV.XK nGco", . e.tta dK Lira ur cut la t VrTa 26 GA 0.0190 &0894 11A263 M71 00500 24 GA D.0258 0.0465 U481 1 0.0520 QD671 PANEL SECTION PIOP(IM SD WO PSI Lnad CUT /Nt rL 6 KMnW,• rWCgREf ,n;, uric (OL urra Uk ��x•ra K t sta 24 GA I 0.025E 1 0,0547 1 0,0589 1 0.054E 1 0.0677 I IT TYPICAL PEAK DIAPHRAGM SPACING AT AT 4'-2' 2'-2' LAP ccr LAP zi Z2 Z a Zt C }G' za Z2 zi BR- RR" 2 RR- RR- BR- . Z ZI ze zi Z1 Z2 ze zi 21 Z2 Z2 zr BR- Z1 R- 22 - ze R - ZL 8 - zi Z2 ze zi zi 22 ze roo zi CM LSl LQC Is,-il' 1 20'-0' 20'-0' ROOF FRAMING PLAN NTS m Cu Cu i 4 �PaADN 6EAX140 t20 (art Men: 2) �o; d o Io I � I BUILDING LOAD SUMMARY BUILDING CODE: FLOR1PA BUILDING CODE ED, -,60Hy EDITION JOB LOCATION: FORT PIERCE_ FL >>> ROOF LOADS: Dead Load: 02. 1 psf Live Load: -21-- psf Tributary Reduction: _x-.. Y �_ N Collateral Load: - 0 _ psf Sprinkler Load: --0-- psf Ground Snow Load: N A psf Flat roof Snow load: �NL psf Snow exposure: -ALA- Snow Importance: N/A Thermal Factor: N A >>> WIND LOADS: AAlind Velocity (ULT); i 60_ rnph .Fastest Mile: N/-A. a -sec Gust; -x_ - I Wind velocity (ASD): _)?4' mph Risk Category: iI _ Wind Exposure: E5 Enclosure: E Encl D Partial 0 Open Internal pressure coefficient: 0.18 Cornponints fond Cladding (unfactorud)c +16.U/ 24'2 ?on_psf Zane 4-- +24.2/-26.2 --psf --psf Zone2.- +16.0/-40.6 psf Zone 5__ 1 +24.2/-32.4 pst Zone3_._- .�.�._-:.:__._._..psf » > EARTHQUAKE LOADS: Base Seismic Force Resisting System: N/A Design Ease Shear: Analysis Used: _N�A- Seismic Importance:, N/A Risk Category: _N/A Site Class: NSA Seismic Design Category: H�A $(S); /? g S(1): AL g C(S)t NA R. N/A >>> MEZZANINE LOADS: Dead Load: N/A psf Live Load: N/A psf Reduction: :N/A p >>> OTHER LOADS: NONE Planning & Development Sen'fces Department Building .4 Regulations DI,Aslon Product RavIefv Affidavit Itulldiug Permtf # Applicant.cantt Robert & JenniferJaequin Robert & Jennifer. Jacquin Owners Name Pre3u:f opening Daalan 2.roe PWLCIRe46.. 00lM'� WnufwWW MO&INumbar ProM°t:AppmMal 'hLSdr1 GIM T ° Method of An°chmrill, bdewa N/A WARMS MA ritedouee MIA BixkGSaee NiA N/A sJ:d raAse Deara N/A .:. . &mrwTvm-y om See Elevations +/-1.00 cecc - TRIO` FL 16366-2 NIA 5 - 3/8" bolts' -19" OC - Insulation Owens Corning wens Corning EcoTouch 0 • -Doers See Elevations +/- 35.0 - Asta 203 FL 16966-112 NIA - #14 x 1" self -drilling & fastened at 6" OC. I1unfNM1fPrda.716° N/A -. .. _.. RUOVerl Wm -NIA Nco-nnen° Dean +/- 52.5 Dean RIB-12 FL 3774.1. 12" OC per Sheet Attachment Below Iievisod 07/22/2014 ¢ ferttrctiried by curre the nt or 12dding and Ihave approved their use in this strucfnre: Tht-so products provide adequate nesistadce to the hind loads a0 Nnmo: FAL1L WELCIA P.6. Sigpxlurc: cvN PL.AtL SW Dtsign•[!rrrc ?A jL. V4ELC4) Lt4r-, CemNo. �9date: JAN..2 9 2020 Sheet Attachments SHEETING FRAMING SCREW STITCH SCREW PANEL TYPE APPROVAL # MATL. COLOR MARK 'PART # SPACING MARK PART # SPACING ROOF RIB-12 FL3774.1 26 GAGE GL2 U HW5510 12" O.C. © HW5502 12" O.C. WALLS RIB-12 FL3775.1 26 GAGE AS2 O HW5510 12" O.G. HW5502 12" O.C. PURLIN SPACING ROOF ZONE MAXIMUM PURLIN SPACING MAX. UPLIFT PRESSURE FIEI-D (INTERIOR) 4'-O" 45.0 EDGI_ --- 2'-0" 77.5 CORNER V-3" 1 15.8 NAME AREA ShoD 3200 SF TOTAL SF 3200 S Load Table Allowable Uniform Load (psf) Panel Fy Span = 2.0 Span = 3.0' Span = 4.0' 1 Span = 5.0'1 Span = 6.0' Span = 7.0' Span = 7.5' Material (ksi) -PTs p S P S P S P S P S P S _ Foe`tE 1 - ?ohi6 24t 26Ga 50 113 1 219 75 1 131 1 57 81 45 52 33 44 24 31 21 22 - $oh1E ?1�bt'tloF(AL) 24Ge 50 180 167 120 1 100 1 90 67 72 53 47 50 35 42 3 33 J J PAUL WELCH INC. / MECHANICAL ELECTRICAL CIVIL ENGINEERING 1984 S.W. BILTMORE ST. SUITE #114 l PORT ST. LUCIE, FL 34984 PHONE (772) 785-9888 E-MAIL PWELCHINC(n,AOL.COM MAR O 2 :2020 PAUL WELCH, P.E. FLA REG NO. 29945 . - 0. iL Cr 0 (D O C. 0' 0, 0 - T"' I fkhANICAL cGbt,' DC ZO17 CNFR !' CONBERPA'PtDNp AIVD TTIE NEC (NFP 74} 2014 ED[TIDN ' ` r+) RE5IDCNCRIQCATL+DINNL�i I.1C(DLElYLATIIERIN+rAREA,AND lI1�LRY 11,1 •17UJlJyG IfYY!. J4 DIM. Jf&I gxll%.,L RVR Dmy mLHUYl. _ Z)STUCCO CEILINGS AND SO'FkTP:NOTE .CX7ERlOt1 G> ILING AND SOFFIT 0 DE STUCCO 01 WIRBLATII 1V/.:I CA 2" 1V 4 LS 4t'131V O READ (a 0 O C .OVEW ' 3/8" AIET Id01ATHO k" O.0 55't (ILAYRR50P 15N:FELTOVRIt EACH' 3!RA911ING.1tiiEMBL7t) , i3) G+RIOR I+RAl4i.RAVALLS TO RI STUCCO 01TR WIR.ELAT7t{ITIlt II GA ,2"! .XT1 LONCAl.IL lvITI1:318'r0HEAD(?i6 O.C.OVLIi(2)I;,1Y R50fi:(ISf♦l+I1fOH TT'StAIiAUTGDINC {Yl2AP} OVCi{ 19/32" CDH PLYNOOD }i'17 F IOD NAILS TO %S (a16" D C PLRI111ETCCC AND VIE CONCRETE: FOUNDATION NOTES /)SLAB /FOOTINGS TO BE CONCRSTB WITH AMINIMUM 2500 PSI COMPRESSIVE STRENGTH AT 28 DAYS, SEE PLAN FOR'SIZES & STEEL REQUIREMENTS. 2)NNIMUM CONCRETE PROTECTION FOR REINFORCING BARS., FOOTINGS: 3" SUBGRADE PREPERATION NOTES 1) THE AREA WITM TlIE LIMITS OF 7H$ FOUNDATION SHALL ILtVB ALL VE(iETAT10N; TOP SOIL AND POREION MATERIAL` REMOVED:: FOUNDATION SCHEDULE F-1 12" W X 16" D CONTINUOUS 3000 PSI CONCRETE MONO FOOTING WITH 2 #5 BARS CONTINUOUS - RUN REBAR THRU ADJACENT FOOTINGS. F-2 5'-6" X 5'-6" X 2'-0" DEEP 3000 PSI CONCRETE MONO PAD FOOTING WITH #5 BARS @ 6" O.C. EACH WAY BOTTOM MAT AND #5 BARS @ 12" O.C. EACH WAY TOP MAT. HOOK AB'S UNDER BOTTOM MAT OR PROVIDE ADDITIONAL MAT FOR AB'S. _ F-3 5'-6" X 5'-6" X 2'-0" DEEP 3000 PSI CONCRETE MONO PAD FOOTING WITH #5 BARS @ 6" O.C. EACH WAY BOTTOM MAT AND #5 BARS @ 12" O.C. EACH WAY TOP MAT. HOOK AB'S UNDER BOTTOM MAT OR PROVIDE ADDITIONAL MAT FOR AB'S. F-4 3'-0" X 3'-0" X 2'-0" DEEP 3000 PSI CONCRETE MONO PAD FOOTING WITH #5 BARS @ 6" O.C. EACH WAY BOTTOM MAT AND #5 BARS @ 12" O.C. EACH WAY TOP MAT. HOOK AB'S UNDER BOTTOM MAT OR PROVIDE ADDITIONAL MAT FOR AB'S. S-1 6" THICK, 3000 PSI FIBERMESH CONCRETE MONO SLAB OVER CLEAN COMPACT (AASHTO T-180) TERMITE TREATED SOIL. •17 METAL SIDING - PRE -ENGINEERED, - STEEL -STRUCTURE 8' PURLINS 6- WHITE VINYL FACED — BLANKET INSULATION (o Wj(OKAL) (93 - M5 CONTIN. SEE SLAB SCHEDULE --7 u GUTTER AND DOWN SPOUT SYSTEM 1 1yY �'y 1 1 1 ScEFDN.�;cH. f I. n 0 I/- FINISH "—'_t�"`,1-- GRADE a - TYPICAL WALL SECTION _L 10, X 12, L 10, X 12, 10' X IT Z I F I - � F-i P-i J I 3010 5-I 5-I pinG� I.IN� SLOPE L•12 E9 5-1 F2 \ "I 5"1 F-2 FI F2 �h - - 3090 10, X 12' "COODE '- .. COMPLIANCE . LUCIE COUNTY BOCC FILE COPY FOUNPAWN PLAN 5m a' - 1,-a' NOTE: FOUNDATION DESIGN BASED ON REACTIONS PROVIDED BY DEAN STEEL BUILDINGS, INC. JOb NO. FM20794 DATED 1/7v2020 = PAUL WELCH INC. MECHANICAL ELECTRICAL CIVIL ENGINEERING _ 1984 S.W. BILTMORE ST. SUITE #114 PORT ST. E PHONE (772) 785- 888 E-MAIL PWELCHINC(a�AOL.COM PAUL WELCH, P.E. FLA REG NO.29945 i MAR 0 2 2020 [yl -<I 7SHEETNUMBER Z NOTES: 1) THE CONTRACTOR, SUBCONTRACTOR, SUPPLIER, ECT, SHALL VERIFY ALL DIMENSIONS. CONDITIONS ATJOB SITE, PLANS, SPECIFICATIONS, ECT. 2) STRUCTURALFEATURES NOT DETAILED ON THESE PLANS WILL BE ADDRESSED BY THE ENGINEER AS CONSTRUCTION PROGRMSES. 31 ALI. WRITTEN DIMENSIONS ON THESE DRAWINGS TAKE PRECEDENCE OVER SCALED DIMENSIONS. 4) ALL CONSTRUCTION MUST COMPLY WITH THE FLORIDA BUILDING CODE (FBC) 2017, FBC 2017 RESIDENTIAL, RIC ZU17 PLUMBING CODE, FBC 2017 MECHANICAL CODE, FBC 2017 ENERGY CONSERVATION, AND 711E NEC (NFPA 70) 2014 EDITION. 51 RESIDENCE LOCATED IN NEGLIGIBLE WEATHERING AREA, AND 1N VERY HEAVY TERMITE INFESTATION AREA PER FRC 301. STRIUC11RAL NOTES 1) DESIGN LOADS IN ACCORDANCE WITH ASCE7•10. 2) SOIL BEARING CAPACITY: 2NO PSF(MIN.). 3) ALL STRUCTURAL. CONCRETE IN BEAMS, LINTELS, VERTICLE CELLS, AND COLUMNS SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 30DO PSI COMPRESSIVE STRENGTH AT 28 DAYS, 4) SLAB I FOOTINGS TO BE CONCRETE 119TH A MINIM UM 2500 PSI COMPRESSIVE 5TItEN(;TH AT 28 DAYS, SEE PLAN FOR SI'LES &- STEEL REQUIREMENTS, 5) MININIUM CONCRETE PROTECTION FOR REINFORCING BARS: FOOTINGS: 3" BEAMS: I K" SUSPENDED SLABS: 1 A" 6) LAP ALL REINFORCING STEEL A MINIMUM OF 48 BAR DIAMETERS EXCEPT AS NOTED GRADE 60 STEEL MINIMUM IN BEAMSAND COLUMNS. 7► ALL LUMBER IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED. 81 SPLITING OR CRACKING OF STRUCTURAL COMPONENTS DUE TO INSTAL:ITION OF HARDWARE IS NOT PERDHTED. 9) UNLESS OTHERWISE. NOTED. THE INSTALLATION OF SPECIFIED HARDWARE SHALLCONFORMTO THE MANUFACTURES INSTRUCTIONS AND STANDARD PRACTICIES. 10) LINTELS SHALL HAVE A MINIMUM 4" BEARING. 11) PROVIDE # 5 CORNER BARS WI30" MIN. LAP SPLICE FOR BOND BEAM. 12) STUCCO CEILINGS AND SOFFIT NOTE: EXTERIOR CEUJNG MID SOFFIT TO BE STUCCO OVER WIRELATH WI I ICA. 2" NAILS 114 3/9" 0 READ @ 6' O.C. OVER 318" METAL RIB LATH @ 6" O.C. W (2 LAYERSOF 150 FELT OVER EACH FRAMING MEMBER). 13) EXTERIOR FRAME WALLS TO BE STUCCOOVER WIRELATH WITH 11 GA. 2" LONG NAILS WITH 318" 0 HEAD @ 6" O.C. OVER (2) LAYERS OF (150 FELT OR TYVAK BUILDING WRAP) OVER 19132" CDX PLYWOOD WITH IOD NAILS TO STUDS @ 67' O.C. PERIMETER AND FIELD. ELECTRICAL LOAD CALC'S PER NEC 3200 S.F. 3 VA 9600 VA MISC 10000 19600 VA FIRST 10 KW @ 100% 10000 REMAINDER 0 40% 1775 TOTAL 11775 240 = 49 AMPS USE 125 AMP SERVICE 11775 I 10'x12' 10'x12' I Fable �Q'x12' Cable I ELECTRICAL NOTES ��jj �} 1) ALL ELECTRICAL WORK SHALBEINACCORDANCE WITH THE NEC (NFPA70) HOUSE METER 2014 EDITION. Meter C»n 20D amp i NENIA-R3 1201240 11r PVC. #6 Ground Wire 4a :.. 2 - W Ground Rags Elwtrica! Riser NTS Electrical 10'x12' �70 91 -0 125 AMP Panel fed from Main House Panel VENTILATION CALCULATIONS: 3/ 161► — 1 I PER FBC SECTION 402.1 & 402.2 r, 40 Circuit 3200 SF @ 4% = 128 SF OPENINGS REQUIRED FOR VENTILATION 51.ko P 200 amps Panel �� 10'x12'OHDx3each = 360 SF OPENINGS PROVIDEDS Mein Breaker 360SF> 128 SF, THEREFORE VENTILA TION OK indoor —._ PA-N EL ----------...._�_ V41114 . 125A,2P pAA1µ FSi rPy-6r- 125 AMP Fed to Shop 1-ft ELECTRICAL LEGEND ELECTRICAL COUNT SYMBOL LED LIGHTS 8 01 EXTERIOR LIGHTS 2 (� LED WALL PACKS 3 OUTLET 1 WIA SWITCH 6 REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC FILE COPY 3 At 2 T'NWM CU b Cd C�tjn To 1 c wP, bldy 6tee► i �(,ca , I"!a'c dYlJev� a. �tld PAUL WELCH INC. MECHANICAL ELECTRICAL CIVIL ENGINEERING 1984 S.W. BILTMORE ST. SUITE 9114 PORT ST. LUCIE, FL 34984 MAR 0 2 iu2o PHONE (772) 785-9888 E-MAIL PWELCHTNC(()AOL.COM PAUL WELCH, P.E. FLA REG NO. 29945 q4 N N r U v a Cr (Z65 (). 9`. J T3 '' U BUILDING LOAD SUMMARY BUILDING CODE: FLORIDA BUILDING CODE ED: 6TH, EDITION JOB LOCATION: FORT PIERCE, FL >>> ROOF LOADS: Dead Load: 0.73 psf Live Load: 20 psf Tributary Reduction: X Y — N Collateral Load: X psf Sprinkler Load: 0 psf Ground Snow Load: NZA psf Flat roof Snow load: N/A psf Snow exposure: NZA Snow Importance: NZA Thermal Factor: NZA >>> WIND LOADS: Wind Velocity (ULT): 160 mph Fastest Mile: 3—sec Gust: X Wind velocity (ASD): 124 mph Risk Category: 11 Wind Exposure: C Enclosure: ■ Encl ❑ Partial ❑ Open Internal pressure coefficient: ± 0.18 Components and Cladding (unfactored): Zone1 +22.70 / —55.80 psf Zone 4 +51.07 / —55.33 psf Zone2 +22.70 / —93.63 _psf Zone 5 +51.07 / —68.09 ..._psf Zone3 +22.70 /—140.92 psf >>> EARTHQUAKE LOADS: Base Seismic Force Resisting System: N/A Design Base Shear: N/A Analysis Used: N/A Seismic Importance: N/A Risk Category: NIA Site Class: NZA Seismic Design Category: N/A S(S): Na A g SO): NIA g C(S): N/A R: N/A >>> MEZZANINE LOADS: Dead Load: NZA psf Live Load: N/A psf Reduction: N/A % >>> OTHER LOADS: NONE IMPORTANT — — — PLEASE READ THE FOLLOWING: DOOR PRESSURES (PSF) QTY DESCRIPTION APPROVAL # DESIGN INTERIOR DESIGN EDGE RESISTANCE 2 307OS—W SOLID WALK DOOR WITH LEVER LOCKSET FL22211 +29.19 / —31.74 +29.19 / —37.95 +50.0 / —50.0 >>> DEAN STEEL BUILDINGS, INC. ACTS AS A RESELLER OF THE ABOVE LISTED ACCESSORIES >>> DEAN STEEL BUILDINGS, INC. CERTIFIES THE LOADS APPLIED DO NOT EXCEED THE MANUFACTURER'S STATED RESISTANCE PRESSURE. >>> General Dean Steel Buildings, Inc. standard product specifications apply, unless stipulated otherwise on the Dean Steel Buildings' purchase order. Dean Steel Buildings design practices, manufacturing processes, accessories and warranties will govern the work. A Dean Steel Buildings Standard Specifications Brochure is available upon request. The builder/contractor is responsible for the setting of the achor bolts and the erection of the steel building components in accordance with Dean Steel Buildings, Inc. "For Construction" drawings. >>> Unloading Check—out and Shortages: It is essential, while unloading your Dean Steel Building, to verify that all components listed on the shipping papers were actually shipped. The actual quantities of the items on each truck are circled on the shipping papers. Any items found to be shipped short, or in direct conflict with the shipping papers should be noted on the driver's report. This serves two purposes: 1) You, as the erector, will be aware that a particular item is missing and can temporarily work around it; 2) it lets us know that we have a problem and allow us to react quickly. This system eliminates the discovery that something is missing at the time you need it to erect the building. Taking the time to properly unload the job and check it allows for proper placing of the parts around the job site, . which should expedite the erection process. Dean will do its utmost to fill any reported shortages as quickly as possible. Once the erector, or owner, signs that he has received the goods and accepted them as being complete, we can only assume that shortages after this point are missing due to job site theft. All claims for damage or shortage must be presented, in writing, to the carrier —either Dean Steel Buildings, Inc., or common carrier, within seven days after receipt of materials by purchaser. Failure to do so voids any claim. >>> Storage and Protection of Materials: A Galvanic action known as "white rust" may result when aluminum, galvanized, or the galvanized pre —painted coating on piled flat sheets or nested formed sheets becomes wet from rain, condensation, or other causes. Under certain weather conditions this "white rust" can happen in as little as 24-48 hours. Galvalume coated sheet is susceptible, as is galvanized sheet, to wet storage staining. However, due to the composition of the coating, the sheet surface will develop a dark gray discoloration as opposed to the white oxide that develops on galvanized. Formed pre —painted sheets must be protected from moisture, in the same manner as plain galvanized or Galvalume sheets, if they are in contact with other sheets. The sheets must be properly packaged and stored. It is important upon receipt of material to examine packages for damage. Builders should take prompt action where cuts, tears, or other damage is evident. If moisture is present the panel should be dried at once. Panels that cannot be stored out of the elements should be re —stacked individually and spacers put between the panels, so that individual panels can have air circulated around them non—metallic spacers; i.e., wood, cardboard, etc. ). Bundled panels should be off the ground sufficiently to prevent rising water from coming in contact with the panels. Bundled panels should also be slanted so that any condensation may be drained off. All bundled panels should be thoroughly covered with a waterproof canvas tarp. Do not use non —breathing materials such as plastic because they prevent air passage and tend to trap moisture in the bundle. Roof and side panels should be erected as soon as possible after their arrival at the job site. If prolonged job site storage will be required, the builder is advised to seek storage of the panels out of the elements. >>>> Proper er Erection Practices: d construction methods should be performed as outlined in the Dean requires that erection of its products be done by experienced pre—engineered metal building assemblers. Erecting an p "American Institute of Steel Construction Code of Standard Practices for Steel Buildings and Bridges, Part 5." In addition, the erection policies and practices of both the SBA Independent Erectors Division, and MBMA erection practices must be understood and adhered to. The quality of erection has a direct bearing on the quality of the end product. If there are any questions as to these drawings on the Dean Steel Building system, please do not hesitate to contact our Customer Service Department (239) 334-1051. Temporaty supports or bracing required for the building erection is the responsibility of the erector to determine, furnish and install. >>> Back Charge Claim Procedure: Dean Steel Buildings, Inc., follows the back charge claim procedure adopted by MBMA and as outlined in the MBMA Low Rise Building Systems Manual, Common Industry Practices Section 6.10. The Customer Service Manager must be notified at once when a condition becomes apparent, which may result in back charge by the builder or erector. Notification by phone must be confirmed in writing. Some approximation of the amount of the back charge must be established at this time, and a written authorization from the Customer Service Manager must be secured before the work is started. Dean will not honor any field corrections or back charges unless prior notice has been given and agreed upon. All discrepancies must be agreed upon, in writing, and accompanied with a Dean purchase order number before Dean will honor any back charges. Dean will then pay this agreed amount upon presentation of a final claim. Payment will be by credit memo to the Builder's account. Any work which is undertaken without such notification and authorization, for which the builder expects to back charge Dean, will not be honored as a back charge. Should a discrepancy exist, Dean may elect to do one of the following: 1) Ship material from its plant for field correction ( freight allowed ) 2) Purchase material locally ( or allow builder to do so ) for field correction 3) Modify existing materials previously shipped to conform to requirements 4) Return material to Dean's plant for exchange or modification requirements When delivery is contracted by Dean, it is our carrier's intent to arrive on the job site at a pre —designated time and every effort will be made to do so. However, Dean will not accept any back charges due to late arrivals. Dean Steel Buildings, Inc., shall not, however, be liable to builder in any way or for any reason on account of any change in Dean Steel Buildings, Inc., product lines. Dean will not pay any back charges for delays that may be incurred due to shortages. Dean will not pay any claims on improper unloading of material, improper storage of material, or delays or damages caused by improper erection techniques. Dean Steel Buildings, Inc., may make changes froro time to time In their product lines by discontinuing, altering, or modifying any or all of the products included therein and by adding new and additional products thereto. SHEETING FRAMING SCREW STITCH SCREW PANEL TYPE APPROVAL # MATL. COLOR MARK PART # SPACING MARK PART # SPACING ROOF RIB-12 FL3774.1 26 GAGE GL2 O HW5510 12" O.C. Q HW5502 12" D.C. WALLS RIB-12 FL3775.1 26 GAGE AS2 <2> HW5510 12" O.C. © HW5502 12" O.C. ALTHOUGH WE TRY TO MAKE ALL DRAWINGS AS ACCURATE AS POSSIBLE, ANY DRAWING MARKED AS PERMIT OR APPROVAL HAS NOT BEEN FINAL DETAILED OR CHECKED. THE CUSTOMER ACCEPTS ALL RESPONSIBILITY FOR USING PERMIT OR APPROVAL DRAWINGS FOR ANY PURPOSE OTHER THAN OBTAINING A BUILDING PERMIT OR REVIEWING THE DETAILS FOR CONTRACT COMPLIANCE. NOTE: ALL ZEES, CHANNELS AND EAVE STRUTS ARE PRE —PAINTED RED COLOR. MAR 0 2,2020 PAUL WELCH INC. MECH-ELECT•CIVIL ENG. 1984 BILTMORE ST. #f 14 PORT SAINT LUCIE, FL 34984 PAUL WELCH P.E. FLA REG NO.29945 TH IS SET OF DRAWINGS IS FOR In PERMIT ❑ CONSTRUCTION FLASHING _ MATL. COLOR GUTTER 26 GAGE PW EAVE FLASHING 26 GAGE PW RAKE 26 GAGE PW DOWNSPOUTS 26 GAGE PW CORNERS 26 GAGE PW FRAMED OPENINGS 26 GAGE PW OTHER 26 GAGE PW REVIEWED FOR CODE COMPLIANCE ST' LUCIE^/C^OUNTY B' OCC RLE COP4 FM20794 ❑BA 1/06/20 /20 Si'ffi, BUILUINaB, INC. P929 INDUSTRIAL AVER ODA 1/06/20 FORT MYERS, FLORIDA SHEET NUMBER 33901 1 OF 4 P PERMIT 1/07/20 RMQ ISSUE REVISION DATE BY CUSTOMER - P&C CONSTRUCTION OF THE TREASURE COAST LLC PNAMEC1 SHOP DESCRIPTION 1 JOB INFORMATION 3/4' L RIB = 6 PANELS 3 1/2,61 2 1/2' Fy = 80 K.S.I. RIB-6 PANEL SECTION PROPERTIES MATERIAL GAUGE NOMINAL THICKNESS LOAD IN LOAD OUT IX RN, 4/FT.) SX 3/FTJ IX (IN, 4/FT.) SX (IN, 3/FT.) 26 GA 0.0198 0,0182 --(,IN. 0.0331 0,0127 0.0314 24 GA 0.0258 0.0258 0,0486 0,0179 0.0464 THE PROFILE AND MATERIAL THICKNESS OF ALL PANELS ARE DENOTED BY THE FIRST, SECOND, AND FOURTH CHARACTERS OF THE PART NUMBER. RS RIB-6 I END CUT CODE A = SQUARE EN B = LEFT SLOP C = RIGHT SLOP A 6 — 27 07 T __ __ _[ T D LENGTH E E END CUT SLOPE 4 = 24GA 6 = 26GA 00 —C LENGTH IN SIXTEENTHS LENGTH IN INCHES IN FEET CODE NOTE 1) SECTIONS PROPERTIES ARE CALCULATED IN ACCORDANCE WITH THE 1986 AISI COLD -FORMED STEEL DESIGN MANUAL INCLUDING 1989 ADDENDUMS. 2) ALL STEEL SUBSTRATES ARE MANUFACTURED IN ACCORDANCE TO ASTM A446 SPECIFICATIONS. PROTECTIVE COATINGS SHALL BE EITHER GALVANIZED, G90 1.25 OZ/PER SF. MEETING ASTM A525 OR GALVALUME,:' AZ55, 0.55 OZ/PER SF. ASTM A792 SPECIFICATIONS. SLOPE CODE SCHEDULE A=O,Od2 H=3,5d2 Q=7.0d2 B = 0,5112 J = 4,0112 R = 7.5 d2 C = 1,0112 K = 4,5512 S = 8.0 42 D=1.5112 L=5,0112 T=8.5d2 E=2.0d2 M=5.5d2 U=9.042 F = 2,5112 N = 6,0112 V = 9.5 d2 G=3,0112 P=6.5d2 W=10.0d2 RIB -12 PANELS SHADOW PANELS [Reverse Rib) 3'-0' 1'-0' 3 11/16' 3 11/16' 4 5/8' EXTERIOR SURFACE (RT) i 1L" I I 7/B' 1/4 I1� T— i 7/8'--b ( ( �--�-3 1/2' PANEL SECTION PROPERTIES 80,000 PSI MATERIAL NOMINAL LOAD IN LOAD OUT IX (IN. 4/FT,> SX (!N, 3/FT.) IX QN, 4/FT.) SX CIN. 3/FT.) GAUGE THICKNESS 26 GA 010198 0.0294 0,0283 0,0371 0.0500 24 GA 0.0258 0.0465 0.0481 0,0520 0,0671 PANEL SECTION PROPERTIES 50,000 PSI MATERIAL NOMINAL LOAD IN LOAD OUT IX (IN, 4/FT.) SX (IN, 3/FT,> IX (IN, 4/FL) SX CIN, 3/FT,) GAUGE THICKNESS 24 GA 0.0258 0,0547 0.0589 0,0542 0.0677 VPURLIN BEARING LEG (SEE NOTE 2) THE PROFILE AND MATERIAL THICKNESS OF ALL PANELS ARE DENOTED BY THE FIRST, SECOND, AND FOURTH CHARACTERS OF THE PART NUMBER. RT A 6 — 27 07 00 RIB-12-�] —C LENGTH IN SIXTEENTHS END CUT CODE _E LENGTH IN INCHES A = SQUARE END LENGTH IN FEET B = LEFT SLOPE END CUT SLOPE CODE C = RIGHT SLOPE 4 = 24GA 6 = 26GA NOTE: 1) SECTIONS PROPERTIES ARE CALCULATED IN ACCORDANCE WITH THE 1986 AISI COLD -FORMED STEEL DESIGN MANUAL INCLUDING 1989 ADDENDUMS. 2) PANELS WITH PURLIN BEARING LEGS ARE AVAILABLE IN RIB-12 GALVALUME ONLY 3) ALL STEEL SUBSTRATES ARE MANUFACTURED IN ACCORDANCE TO ASTM A446 SPECIFICATIONS, PROTECTIVE COATINGS SHALL BE EITHER GALIANIZED, G90 1.25 OZ./PER Sr. MEETING ASTM A525 OR GALVALUME, AZ55, 0.55 OZ./Pf,7 ^.E, ASTM A792 .SPECIFICATIONS. 4) SHADOW PANEL IS INSTALLED AS A REVERSE RIB, THEREFORE THE LOAD -IN AND LOAD -OUT PROPERTIES ARE REVERSED. LENGTH FLAT WASHER -- CRESCENT WASHER CABLE BRACE THE CABLE BRACING DIAMETER IS DENOTED BY THE HEAD NUT SIXTH CHARACTER OF THE PART NUMBER. XC 24 9 5 CABLE BRACE T T 4 = 1/4' DIA, 5 a 5/16' DIA, 6 = 3/8' DIA L L 7 - 7/16' DIA, 8 = 1/2, DIA LENGTH IN INCHES LENGTH IN FEET LENGTH FLAT WASHER CRESCENT WASHER THE ROD BRACING DIAMETER IS DENOTED BY THE HEAD NUT SIXTH CHARACTER OF THE PART NUMBER. TXB 24 9 5 ROD BRACE J T —C4 = 1/2' DIA, 5 = 5/6' DIA, 6 = 3/4' DIA L 7 = 7/8' DIA, 8 = 0'-i' DIA LENGTH IN INCHES LENGTH IN FEET CEE SECTION PROPERTIES 'D' 'B' MATERIAL 'f' 'd' IX (n, 4 SX In.3 0'-8' 2 1/2' 14 GA 0,0747 3/4' 9,716 2,429 0'-8' 2 1/2' 12 GA 0,1046 3/4' 13,311 3,328 0'-10' 3 1/2' 14 GA 0.0747 3/4' 20,863 4.173 W-10' 4" 12 GA 0,1046 3/4" 1 29,949 5,810 THE MATERIAL SIZE AND THICKNESS OF ALL PURLINS, AND GIRTS ARE DENOTED BY THE SECOND AND SIXTH CHARACTER OF THE PART NUMBER NOTE 1) SECTION PROPERTIES ARE CALCULATED IN ACCORDANCE WITH THE 1986 AISI COLD -FORMED STEEL DESIGN MANUAL INCLUDING 1989 ADDENDUMS. 2) MINIMUN YIELD STRENGTH IS 55,000 P.S.I. ( GALVANIZED MEMBERS ARE 50,ODO P.S.I. MINIMUM. ) If X- V 55 K.S.I. R = 0,1875 C- H A 4 - 11 11 12 CEE S L T LENGTH IN SIXTEENTHS E OR H = 0'-8' DEEP, T = 0'-10' DEEP LENGTH IN INCHES PUNCH PATTERN LENGTH IN FEET 4=14GA,2=12GA ZEE SECTION PROPERTIES 'D' 'B' MATERIAL If, 'd' IX In, 4 SX In.3 0'-8' 2 1/2' 16 GA 0,0598 3/4' 8.120 2,030 0'-8' 2 1/2' 15 GA 0,0673 3/4' 9,099 2,275 0'-8' 2 1/2' 14 GA 0,0747 3/4' 10,058 2.514 0'-8' 2 1/2' 12 GA 0.1046 3/4' 13,847 3.462 0'-10' 3 1/2' 14 GA 0,0747 3/4' 21.960 4,390 0' 10' 3 1/2' 12 GA 01046 3 30,520 6.100 "f' /4" X _ _ X THE MATERIAL SIZE AND THICKNESS OF ALL PURLINS, AND GIRTS LR = 0,1875 Fy 55 K &L ARE DENOTED BY THE SECOND AND SIXTH CHARACTER OF THE PART NUMBER N07E 1) SECTION PROPERRES ARE CALCULATED IN ACCORDANCE WDH THE 1986 AISI COLD -FORMED STEEL DESIGN MANUAL INCLUDING 1989 ADDENDUMS ly 2) MINIMUN YIELD STRENGTH IS 55,000 P.S;..( GALVVIIZED MEMBERS ARE 60,000 P.S.I. MINIMUM. ) Z E A- A 4 - 27 07 00 ZEE �- - E LENGTH IN SIXTEENTHS E = 0'-B' DEEP, T = 0'-10' DEEP LENGTH IN INCHES PUNCH PATTERN TLENGTH IN FEET 6 = 16 GA, 5 = 15 GA, 4 = 14 GA, 2 = 12 GA EAVE STRUT SECTION PROPERTIES ( POSITIVE BENDING ) 'D' 'B' MATERIAL f' 'ct IX in.4 SX (n.31IY tn.4 Sy tn.3 0'-8" 0'-5' 14 GA 0,0747 3/4` 15,581 3,895 6.624 1,351 0'-8" 0'-5" 12 GA 0.1046 3/4' 21.335 4,979 9,341 1,970 REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY Y BOCC THE SLOPE AND MATERIAL THICKNESS OF ALL EAVE STRUTSf - ARE DENOTED BY THE THIRD, FIFTH, AND SIXTH CHARACTER OF THE PART NUMBER. 1 NOTE 1) SEC77ON PROPER77ES ARE CALCULATED IN ACCORDANCE WITH THE 1986 AISI COLD -FORMED A STEEL DESIGN MANUAL INCLUDING 1989 ADDENDUMS 2) MINIMUN YIELD STRENGTH IS 55,000 P.S.I. ( GALVANIZED MEMBERS ARE 50,000 P.S.I. MINIMUM. ) .f' R �/ �!7IILL g Q10n� i ES N-N 4 C - 244 11 12 EAVE STRUT L T -LENGTH IN SIXTEENTHS N a LOWSIDE SLOPE T LENGTH IN INCHES R - HIGHSIDE SLOPE I LENGTH IN FEET 4 a 14 GA, 2 e 12 GA I— SLOPE CODE Vt-vcc-\'uLE¢ MAR 0 2;2020 '1� PAUL WELCH INC, MECH-ELECT-CIVIL ENG. 1984 BILTMORE ST. #114 PORT SAINT LUCIE, FL 34984 PAUL WELCH R.E. FLA REG NO.29945 JOB NUMBER FM20794 F7IJTDRAWN DATE OBA 1/06/20 9= BUILDINGS, INC. CHECKED DATE — 2929 INDUSTRIAL AVE, [IBA 1/06/20 FORT MYERS, FLORIDA SHELI NUMBER 33901 2 OF 4 R - 0.1875 u P PERMIT 1/07/20 RMQ ISSUE REVISION BATE BY CUSTOMER , P&C CONSTRUCTION OF THE TREASURE COAST LLC PROJECT SHOP NAME , DESCRIPTION MATERIAL PROPERTIES SIDEWALL "A " I I I 3 -11 I. 10'-0' _ J 51-0'.I 5'-0' 10'-0' 5'-0' a 5'-0' 10'-0' 31-11, it 4' GAGE (-- ®®�---------- ®—-------®®--c--------_ 7--®®--E----------�®® BP811 ih BP811 3 3 3 3 i BP831 I BP811 BP811 3 3 1 3 3 3 3 1 1 I I I I I I Q ti Lo I I I I cu N A w Lo <C ,o a. >- I I I I I w o i ---- 3 BP811a I � ® 3 3®---- 18 � BPe11a ®I 2 I cl) 10 1/2' I I I 10 1/2' W m N I I BP811 I BP81I 3 3 II I I i BP811 I BP811 BP811 1 3 3 I 3 3 3 3 N 3 3 I - - - - - - - - - -a — ®�----------- ----- ®®— — —----------- a1 3'-11' 10'-0'j5'-O',l 1,-1' 18'-11' J. 20'-0' �J� 20'-0' 18'-ll' iI I 1' 1• a a r il PL 1/2' DETAIL BP811 3 3 A. ANC. BOLTS -2 ) to H U a N J L) U wW U' Z 0 U a- C33 3 w SIDEWALL "C " 3/4' DIA, ANC, BOLTS C AB-2) a - al 3,I 8' 8 7/8' DETAIL BP811a 3 1 3 PL 1/2' X 8' DEAN STEEL BUILDINGS INC. DOES NOT DESIGN AND IS NOT RESPONSIBLE FOR THE DESIGN MATERIALS, AND CONSTRUCTION OF THE FOUNDATION OR FOUNDATION LMBEDMENTS, ADEQUATE PROVISIONS SHALL BE MADE IN THE FOUNDATION DESIGN FOR LOADS IMPOSED BY COLUMN REACTIONS OF THE BUILDING AND ANY OTHER IMPOSED LOADS, ACCOUNTING FOR THE BEARING CAPACITY OF THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE, THE DISTANCE OF THE ANCHOR BOLTS FROM THE EDGE OF THE SLAB IS BASED ON DSB STANDARDS, THE ACTUAL SLAB SIZE MAY BE MODIFIED TO ACCOMODATE ACTUAL SITE CONDITIONS AND FOUNDATION DESIGN. = I - 2 1/2' SECTION B o 33 ANCHOR BOLT SETTING FOR O.H.D. (4) 10'-0" X 12'-0" FRAMED OPENING, FACTORY LOCATED (SEE DRAWING FOR LOCATION) 1.0DL+1.0LL 2,63� 2.63 5,80 5,80 , STEEL � SECTION A 33 DETAIL MARK DETAIL rBP811 1 2 DWG. NO. WHERE DWG. NO. WHERE DETAIL IS MARKED DETAIL IS SHOWN �ZGv'!7 BASE PLATE DETAIL KEY - 0.6DL+0.6 WL CASE 2 5.61 I� 0.44 i 9.28 5.64 FRAME REACTIONS AT FRAME LINES @ THRU ®- 1.0 DL + 0.75 LL+ 0,45 WL 0,6 DL + 0.6 WL 2.05 2.05 f f ? 2.01 6.70 2.01 2.77 9.22 2,80 COLUMN REACTIONS AT FRAME LINES T1 AND O ( ALL REACTIONS IN KIPS ) 1/4' POWER DRIVEN FASTENERS (NOT BY D.S.B.) nJ WALK DOOR BOLT SETTINGS (2 REQUIRED, FIELD LOCATED) SECTION MARK - A 35 DWG, NO. WHERE- w DWG. NO. WHERE SECTION IS CUT SECTION IS SHOWN SECTION KEY WALL PNL.---, SCREW ASSY, AT 6' CTRS.- 0' 1 3// 4' REVIEWED FOR CODE COMPLIANCE:: ST. LUCIE COUNTY ALL DIMENSIONS TO OUTSIDE OF CONCRETE WHERE APPLICABLE STEEL LINE iE TRIM (AN1137) 1/4' DIA. MASONRY SCREW @ 4'-0' O.C. ( MASONRY SCREW BY OTHERS ) BASE TRIM DETAIL MAR 0 21020 PAUL WELCH INC. MECH-ELECT-CIVIL ENG. 1984 BILTMOR E ST. #114 PORT SAINT LUCIE, FL 34984 PAUL WELCH P.E. FLA REG NO.29945 FM20794 DRAWN DATE E�m ❑BA 1/06/20 S= BBIIAINUS, INC. CHECKED DATE- 2SI29 INDUSTRIAL AVE, OBA 1/06/20 FORT MYERS, FLORIDA SHEET NUMBER 33901 3 OF 4 O FOR CONST,1/07/20 RMQ ISSUE REVISION DATE BY CUSTOMER I P&C CONSTRUCTION OF THE TREASURE COAST LLC PROJECT SHOP NAME 1 DESCRIPTION ANCHOR BOLT PLAN BASE PLATE DETAILS & FRAME REACTIONS NOTE I REFER TO D.S.B. STD. DETAIL BOOKLET (PG. 36) FOR WALK DOOR INSTALLATION DETAILS. 0 m N a NOTE, RAKE ANGLE (AN1219) IS ATTACHED TO THE BOTTOM OF THE PURLIN ZEES. REFER TO D.S.B. STANDARD DETAILS BOOKLET (PGS. 4, 8 & 20) FOR MORE DETAILS. I I I I I TYPICAL PEAK DIAPHRAGM SPACING 5'-AVI! A7 6AT 4'-2' 2'-2' cc� aca FSa LAP LAP 1 Z2 Z2 21 �cr ZI Z2 Z2 RR- ZI Z Z1 BR- RR- R el RR- Z2 Zi Z2 22 zi 2'-1' 1'-1' 2 2'-1' zi PD zi Z2 Z2 Z1 Zl Z2 Z2 Zl BR- Z1 RR- Z2 RR- Z2 RR- ZI BR- Zl Z2 Z2 ZI zi Z2 Z2 zi ES1 EJ2 tic tJI 18'-11' I. 20'-0' I, 20'-0' ROOF FRAMING PLAN 05 �I I� 1'-0• T EAVE STRUT - FOR PART NO. SEE ROOF FRAMING PLAN 14'-0' E H Apt AN1137(TYP) EPSON _ 7'-4' _ 3'-8' _ 0'-0' BC- RC- RC- RC- BC- 10'-0' 5'-0'� 5'-0'+ 10'-0' L 5'-0' i �5'-0+ 10'-0' F-1' 18'-11' 20'-0' 20'-0' 80' 0' i SIDEWALL "A " NOTE 1 DIMENSIONS ON THIS SHEET ARE STEEL DIMENSIONS AND DO NOT INCLUDE SHEET LEDGES, ETC. FOR CONCRETE DIMENSIONS SEE THE ANCHOR BOLT PLAN. NOTE 2 SHEETING MUST BE ATTACHED TO ALL SECONDARY FRAMING PER DEAN STANDARD DETAILS. THIS INCLUDES ALL DOUBLE PURLINS AND GIRTS REGARDLESS OF LOCATION. NOTE 3 THE TYPE AND MATL, THICKNESS OF ALL FLASHING IS DENOTED BY THE 1ST, 2141), 3RD, AND 4TH CHARACTERS OF PART NUMBER. (EXAMPLEI FJT6-140100) FJT = JAMB FLASHING FOR RIB-12, FRA = RAKE FLASHING (STD,), t— 6 = 26 GA. , GUA = SCULPTURED GUTTER, FWR = WALL TO ROOF FLASHING & 4 = 24 GA. OCT = OUTSIDE CORNER FLASHING FOR RIB-12, ETC 12'-0' _ FEAArinnann W/ r,11AA—amm0n V1 t/i V1 N V7 tU N Vi Vl 0 0 V1 Vi V! Vi Vi Vi fA Vj (4 Vi V1 Vi N N 0 N Vl i I I I 1 I I I Iy I I rA I I --- ----EAVE STRUT - FOR PART ---- ------------------- NO, SEE ROOF FRAMING PLAN EH CHI ------_____-_14'-0' Z Z7 9Z 10'-8' XC2ZZ5 _ Z6 z7 Z9 — T-4' FOR Z3 ti Z4 Z7 27 Z8 _ 3'-B' 0'-0' _ RC- RC- RC- BC- 3'-ii' 10'-0' 5'-0' 18'-11' 20'-0' I. 20'-0' I- 18'-il' - L 1'-1' FRA6- NI0INI0I0IIn Y SIDEWALL "C 0 o I kD U ❑ 0 0 0 0 I �O F U ❑ Vl Vl N N to N I 20'-0' I 20'-0' " ENDWALL "B " ENDWALL "C" IS A MIRROR IMAGE BOLT SCHEDULE__ CONN. QTY SIZE A 4 1/2' X 1 1/4' HW5532 B 8 3/4' X 2' HW5537 C 8 3/4' X 2 1/4' HW5602 N 4 1/2' X 1 1/2' HW5604 ❑ 4 3/4' X 2 1/4' HW5602 P 2 3/4' X 1 3/4' HW5536 Q 2 3/4' X 2 1/4' HW5602 2 3/4' X 2 1/2' HW5538 NOTEI ALL BOLTS TO BE HIGH STRENGTH WITH NUT AND WASHER. CONNECTION 'A' REQUIRES WASHER ON EAVE STRUT SIDE ONLY. '-4, i2l(TYP) -8' -0' CI FHT6-100200 __________________,_______ i1,CH2 v cu -t U u _ 14'-0' E,H, — 12'-0' _ 7'-4' _ 3'-B' 0'-0' 0 0 0 0 W 0) rF02 N ,\ N ______=-===CH1�====__F=----- cu v -t X 0 U X 7 U 14'-0' E.H. _ 10'-8' — 7'-4- 3'-B' 0'-0' S'-0' 10'-0' 5'-0' 3'-11' n�n 10'-0' �.i 5'-0' 10'-0" X 12'-0" FRAMED OPENING 10'-0" X 12'-0" FRAMED OPENING ( 3 REQUIRED) ( 1 REQUIRED ) NOTE 1 REFER TO D.S.B. STD. DETAIL BOOKLET (PGS 37 & 38) FOR FRMD. OPNG. & TRIM DETAILS. 6' MIN... �. 1 2 1/4' R2 12 1,0000 _ 20-0 3/16_' 11 1/4' 4 e 31-9 15/16- _- 3'-9 3/16'A- 8, 8 38'-8' OUT TO OUT FLANGE 40'-0' STEEL LINE TO STEEL LINE FRAME CROSS SECTION AT FRAME LINES (2 NOTE, 1, THE HIGH STRENGTH BOLTS & WASHERS SPECIFIED FOR USE AT THE COLUMN & RAFTER CONNECTIONS CONFORM TO A,S,T,M,SPECIFICATION A-325. THESE BOLTS MUST BE TIGHTENED BY THE 'TURN OF THE NUT' METHOD AS DESCRIBED IN SECTION 5(C) OF THE A,LS,C. SPECIFICATION STRUCTURAL JOINTS USING A.S,T,M, A-325 OR A-490 BOLTS 2. ALL BOLTS TO BE HIGH STRENGTH WITH NUTS AND WASHERS. EXCEPT CONNECTION 'A' REQUIRES A WASHER ON THE EAVE STRUT SIDE ONLY. 3. ALL DEPTHS SHOWN ARE WEB DEPTHS ONLY AND DO NOT INCLUDE FLANGE THICKNESSES, 4. FLANGE BRACES ARE 1 3/4' X 1 3/4' X 14 GA. ANGLE ALL FLG. BRACES ARE LOCATED ON BOTH SIDES OF THE FRAME UNLESS NOTED OTHERWISE. PEAK PURLIN IS FLANGE BRACED ON ONE SIDE ONLY. FRAMES AT BLDG. ENDS REQUIRE FLG. BRACE ON ONE SIDE ONLY. 5. RIGID FRAME RAFTER PART NUMBERS ARE LOCATED ON THE TOP FLANGE OF THE UPHILL END OF THE RAFTER, 6. RIGID FRAME COLUMN PART NUMBERS ARE LOCATED ON THE OUTER FLANGE AT THE TOP OF THE COLUMN, 7. DIMENSIONS SHOWN ON CROSS-SECTION ARE MEASURED AT THE COLUMN BASES ONLY, THE WIDTH MEASURED AT THE EAVE CAN BE WIDER DEPENDING ON COLUMN OUTER FLANGE THICKNESS CHANGES, 8, RIGID FRAME IS SYMMETRICAL ABOUT CTR, LINE MAR 0 2';2020 PAUL WELCH INC. MECH-ELECT-CIVIL ENO. 1984 BILTMCRE ST. #114 PORT SAINT LUCIE, FL 34984 PAUL WELCH P.E. FLA REG NQ,29945 JUn NUMLK FM20794 DRAWN DATE Ey— = OBA 1/06/20 S7EEL BMI NGS. INC. CHECKED DAT 2929 INDUSTRIAL AVE' OBA 1/06/20 FORT MYERS, FLORIDA 33901 4 OF 4 h PERMIT 1/07/20 RMQ ISSUE REVISION DATE HY CUSTOMER I P&C CONSTRUCTION OF THE PROJECT TREASURE COAST LLC NAME " SHOP DESCRIPTION ROOF FRAMING PLAN WALL ELEVATIONS FRAME CROSS SECTION