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Home My WebLink About99100117 -SITE DEVELOPMENT PLAN & DRAWING PACKAGEGENERAL NOTES 1. Design and/or fabrication shall be in accordance with Whirlwind's standard practices and interpretation of the following codes: Ninth Edition AISC Steel Construction Manual ASD, 1986 AISI Cold -Formed Steel Design Manual, 1996 AWS D1.1 Structural Welding Code -Steel and any other code listed within the Design Information. 2. Materials ASTM Designation Minimum Yield Hot Rolled Mill Shapes A36 FY=36 KSI Steel Plate/Flat Bar A572 or A529 FY=50 KSI Structural Steel Sheets A570 or A607 FY=50 KSI Cold -Formed Light Gauge Shapes A570 or A607 FY=55 KSI Cable Bracing A475 Extra High Strength Rod Bracing A36 FY=36 KSI Roof and Wall Sheeting A792 FY=50, 80 KSI Machine Bolts A307 High Strength Bolts A325 Anchor Bolts (by others) A36 FY=36 KSI 3. Finish A. All cold -formed structural framing members shall be shot blasted, given one coat (0.5 mils) of premium polyester -based red primer, then oven baked prior to any fabrication. The primer contains a "wax" type lubricant to facilitate roll forming and deter marring during these operations. Hair line crazing which may occur during forming operations is considered normal. B. All other structural framing members shall be cleaned in accordance with the AISC Code of Standard Practice and given one shop coat (1.0 mils) of Whirlwind's standard red oxide primer designed for short term field protection during the erection process. Whirlwind's standard red oxide primer meets the performance specifications of Federal Specification TT-P-6360 and TT-P-664. 4. All Bolts are " x W-11 " A307 Exce t: A). Endwall rafter splice - 58" x 0'-1 2" A325-N B). Endwall column to rafter connection -- 58" x 0'-1'2" A325 C). Main frame connections - SEE CROSS SECTION 5. A325 Bolt Tightening Requirements All high strength bolts are A325 unless specifically noted otherwise. All structural A325 bolts with heavy hex nuts for the Rigid Frame are to be installed using the turn -of -nut method specified in the "Specification for Structural Joints Using ASTM A325 or A490 Bolts" in the AISC Manual. All bolted connections unless noted are designed as bearing type connections with bolt threads not excluded from the shear plane. 6. Closure Strips Furnished For Roof Application INSIDE - under roof panels at eave OUTSIDE - between endwall panels and rake trim and at the high side eave trim ERECTION NOTES 1. Erection Note: All bracing shown and provided by Whirlwind for this building is required and shall be installed by the erector as a permanent part of the structure. ("Code of Standard Practice for Steel Buildings and Bridges" in the AISC Manual; Section 7.9) 2. Temporary supports, such as guys, braces, falsework, cribbing or other elements required for the erection operation shall be determined and furnished by the erector ("Code of Standard Practice for Steel Buildings and Bridges" in the AISC Manual; Section 7.9). 3. Normal erection operations include the correction of minor misfits by moderate amounts of reaming, chipping, welding or cutting and the drawing of elements into line through use of drift pins. Errors which require major changes in the member configuration ore to be reported immediately to Whirlwind by the customer to enable whoever is responsible either to correct the error or to approve the most efficient and economic method of correction to be used by others ("Code of Standard Practice for Steel Buildings and Bridges" in the AISC Manual; Section 7.12). 4. Shortages Any claims or shortages by buyer must be made to Whirlwind within seven (7) working days after delivery, or such claims will be considered to have been waived by the customer and disallowed. 5. Misfits Claims for correction of alleged misfits will be disallowed unless Whirlwind shall hove received prior notice thereof and allowed reasonable inspection of such misfits. Ordinary inaccuracies of shop work shall not be construed as misfits. No part of the building may be returned or charges assessed for alleged misfits without prior approval from Whirlwind. 6. Neither Whirlwind nor the customer will cut, drill or otherwise after their work, or the work of other trades to accommodate other trades unless such work is clearly specified in the contract documents. Whenever such work is specified the customer is responsible for furnishing complete information as to materials, size, location and number of alterations prior to preparation of shop drawings ("Code of Standard Practice for Steel Building and Bridges" in the AISC Manual; Section 7.13). Vii nUH1777I STEEL CUSTOMER: JOB NUMBER: REFERENCE: JOBSITE: DRAWING PACKAGE FOR PAUL JACQUIN & SON CONST DRAWING SCHEDULE DRAWING NUMBER ISSUE DATE DESCRIPTION C-ONE - 11.\0.99 COVER E-ONE A ROOF FRAMING PLAN E-2 A ELEWATION FRAMING PLAN D-ONE A GIRT LAP DETAILS P-ONE A ` FRAME CROSS SECTION F-ONE A 11.10.99 ANCHOR BOLT LAYOUT S&T-ONE - SHEETING & TRIM ELEVATIONS RESPONSIQUTIES 1. The Whirlwind Customer, hereafter referred to as the "customer", obtains and pays for all building permits, licenses, public assessments, paving or utility pro rate, utility connections, occupancy fees and other fees required by any governmental authority or utility in connection with the work provided for in the Contract Documents. The customer provides of his expense all plans and specifications required to obtain a building permit. It is the customer's responsibility to ensure that all plans and specifications comply with the applicable requirements of any governing building authorities. 2. The customer is responsible for identifying all applicable building codes, zoning codes, or other regulations applicable to the Construction Project, including the metal building system. It is the responsibility of the customer to interpret all aspects of the End User's specifications and incorporate the appropriate specifications, design criteria, and design loads into the Order Documents submitted to Whirlwind. It is the responsibility of Whirlwind, through Whirlwind's Engineer, to design the metal building system to meet the specifications including the design criteria and design loads incorporated by the Contractor into the Order Documents. Whirlwind is not responsible for making an independent determination of any local codes or any other requirements not part of the Order Documents. Whirlwind is responsible only for the structural design of the metal building system it provides. Whirlwind or Whirlwind's Engineer is not the Design Professional or Engineer of Record for the Construction Project Whirlwind is not responsible for the design of any components or materials not provided by it or their interface and connection with the metal building system unless such design responsibility is specifically required by the Order Documents. 3. Whirlwind Steel Buildings' standard specifications apply unless stipulated otherwise in the Contract Documents. Whirlwind design, fabrication, quality criteria, standards, practice, methods and tolerances shall govern the work any other -interpretations to (hecontrary not withstanding. R is understood by both parties that the customer is responsible for clarifications of inclusions or exclusions from the Architectural plans and/or specifications. 4. In case of discrepancies between Whirlwind's structural steel plans and Flans for other trades, Whirlwind's sholl govern ("Code of Standard Practice for Steel Buildings and Bridges in the AISC Manual; Section 3.3) 5. The customer is responsible for�overoll project coordination. All interface, compatibility and design considerations concerning any materials not furnished by Whirlwind and Whirlwind's steel system ore to be considered and coordinated by the customer. Specific design criteria concerning this interface between materials must be furnished before release for fabrication or Whirlwind's assumptions will govern. 6. Once the Contractor has signed Whirlwind's Approval Package and the project is released for fabrication, changes shall be billed to the Contractor including material, engineering and other cost. An additional fee may be charged if the project must be moved from fabrication and the shipping schedule. 7. Whirlwind does not investigate the influence of the metal building system on existing buildings or structures. The End Customer assures that such buildings and structures ore adequate to resist snow drifts, wind foods, or other conditions as a result of the presence of the metal building system. APPROVAL NOTES 1. It is imperative that any changes to these drawings: A) Be made in contrasting ink. D) Be legible and unambiguous. C) Have QI instances of change 'clearly indicoted: 2. A doled signature, in the designated areas, is 'required on all pages. The 'signature must be from the person authorized on the contract or a person authorized, in writing, by the Whirlwind customer. 3. Whirlwind reserves the right to resubmit drawings with extensive or complex changes required to ovoid misfobrication. This may impact the 'delivery schedule. 4. Any changes noted on the drawings not in conformance with the terms and requirements of the contract between Whirlwind and its customer are not binding on Whirlwind unless subsequently specifically acknowledged and agreed to in writing by change order or separate documentation. 5. Approval of Whirlwind drawings and/or calculations indicate that Whirlwind has correctly interpreted the contract requirements. This approval constitutes the customer acceptance of the Whirlwind design, concepts, assumptions and loadings. Once" the, Whirlwind 'customer has signed and returned the Whirlwind drawings and/or calculations and the project is released for fabrication, changes shall be billed to the Whirlwind customer including material,' engineering and, other cost. An additional fee may be charged if the project must be moved from the fabrication and/or the shipping schedule. 6. The customer approves of all notes and conditions on the drawings and/or calculations by signing an Approval Drawing Waiver Form:- SCANNW By THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS REQUIRED.BY FIELD INSPECTORS.THgT MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPLICABLE CODES. ST.LUC� CO lA BUILDING DIVISION REVIEWED PORCOMPL1 REVIEWED BY DATE PL NS AND PE MIT MUST BE KEPT ON JOB OR IN irSrk;liOvvVI BE.MADE STEEL. DESIGN ONLY NO OTHER CODE REQUIREMEN'TS ARE INCLUDED CUSTOMER: PAUL JACQUIN & SON CONST JOB NO.: 990872 1 DWG. NO.: C-ONE Description: 4-14 x s Hex Head Undercut (114 x g Long -Life J1 Point Self -Drilling Lop Lap-Tek S.D.S.) Long -Life Zinc Die Cost Head Seating Torque: 30 to 60 in-Ibs Recommended Driving Tool: 1800 RPM electric screw gun with depth sensing nosepiece to prevent overdriving and stripout Suggested Pre -Drill None Description: 12-14 x 14 Hex Head Undercut (112 x 14 Long- 13 Long Pilot Point Self -Drilling Life S.D.S.) Long -Life Zinc Die Cast Head Seating Torque: 30 to 60 in-Ibs Recommended Driving Tool: 1800 RPM electric screw gun with depth sensing nosepiece to prevent overdriving and stripout Suggested Pre -Drill: None FI 2"O A-307 machine balls required at a/1 connections. DETAIL Q SIMPLE SPAN FLUSH CONDITION - LAI l'' ''i("1 11..r1, 7'-1 ? Notes: 3'-6J4 3'-6J4 Purlin/ 1. Rotate each zee as required to alternate Girt between long and short flanges. 2. The t "0 hole V-434 from each end is ro o . 0 located nearest the long flange. t 3. Lap connection bolts are omitted for clarity. �o • 0 0 • Indicates additional bolts required 0 strut purlin/girt Flange brace 0 (6) 20 A-307 machine bolts required at standard lops. (8) z"0 A-307 machine bolls required at strut members. (A strut member is a'purlin or girt at the brocing points. The struts continue across the length of the building.) DETAIL @ 7"-1 112 LAP M REFERENCE: CIRCLE H CITRUS ITop flange (typ.) SF SF IF IF Zee (typ.)' LAP LAYOUT L IF = Long Flange SF = Short Flange SF 12 -14" zee '7 8" zee LF 10" zee 114, INDICATOR HOLE LOCATION LF SF IF SECTION x ZEE LAP DETAIL Q THE LONG AND SHORT FLANGES a.31 II -TENSILE PIECE MARK LEGEND a C 0 I - 99 Job Unique Piece Mork Material Specification (1 thru 9) ASTM A5701A607 ASTkI A653 Grade 55 Crode D Pre -Painted Pre -Galvanized 2= .094 12go 7= 096 3= .085 13go 4= .069 14ga 9= .071 5= .062 15ga 6= .054 16go 1= .056 Nominal Flange Dimensions Zee Cee Eove Strut 2=218x238 2=212x212 2=212x512 3=3t8x338 3=3'2x3'2 4=358x3 g 4=4 x 4 Section Depth AA= 6" C= 10" E= 14" Ky D= 12" F= a" STEEL DESIUN )THE109BScfIsi� €s ARE INCIZWE$e E= Eave Strut L C= Cee G= Eave Strut Rev I Date Description By Chk'd WHIRLWIND STEEL BUILDINGS A 111.10.99 FOR APPROVAL CN J4 WHIRLWIND 8234 HANSEN HOUSTON. TEXAS 77075-1089 (713) 946-7140 Description: GIRT LAP DETAILS Size: 45' X 41'-5 X 16'-1 12 E.H. LEAN-TO Customer: PAUL JACOUIN & SON CONST 0.5:12 ROOF SLOPE Cust. Location: FT.PIERCE,FL Jobsite: FT.PIERCE,ST.LUICE C.,FL Refer to dravWng C-One for general notes, responsibliitlesr and Current drawing list and Issue dates. Drawn by CN Checked by J % Date 11.09.99 Engineering H(I Cod No 990872 Job No. 990872 Dwg No D-ONE Issue 0 I IM /.C.E. 18-30 ` CONSTRUCT 1575 SF OF N'.C.E. 16.80 ADDITIONAL S* SHELLROCK I SURFACE COURSE CONSTRUCT 252 SF OF roP oT BANK III ADDITIONAL 5' SHELLROCK LONiFD AC5 390't '1 I SURFACE COURSE ' 210.0 STORMWATER a PROPOSED , DETENTION _ j 0 \POLE BARN ' .-� 5 / i f iNflY L.00AdiON) 4-INCH POTABLE L. •— — WAFER WLLL k PUMPsob W / 6.10--F7 GOING SLAB DO / i1u a CTO 9E CONSOLIDATED 8 FT rONc. � '� s ,� � � I ., RELOCATED AS SHDIMN) SIDEWALK ' 1 IN RCP. Wj.: Nn)Cly- ", a / s PARKING & TRAVEL AREA ✓ I DI ._.. _.. __.... 1 .. ._. _.._. --_.. . .55' 0 OrFI F '.C, Y j w, fr4 l r„ iutlLD — AG5 FUTURE I.A ID '!SF � OCT 96 JZCHANGES PER ST. LUCIE COUNTY PLANNING DEPARTMENT DATE DESCRIPTION DRAWING NAME: SITEPLAN.GCD J p • •:a 1 /4 CORNF(2 CLN'I RUNG ROADWAY Dk-1,NAGF CANAL P.RDPER?Y I_!NF -- -- - FlON ON 114. SECTION i.wr PROPOSE[) BUILDWOS C_ OPOiIO St 1) CONCRETE 501 WALKS OR P405 I'LO'OSF'D CDMI 4C7FD .SHEET. 4RKAV6 FR44t! AREA R !'iZOPOSEfJ ASPH4LF PAONG ;FI TIC, iFNK 4> nov 2-STORY .' HEIGHT 6 r) " _ 61 ANu PD `,- sN \\ 13 _u0)6 uK r > — _ �RA�ti PARKINS vv4 u _ WATER (! MR 1I 5'RU�G: RF c � I I 8E CONSOLIDATED ! �� > AN :. ruxu AV RRELOCIOFD AS SHOWN) ,p OO 6 •' GiAIN IINK FENGE� �> P=48 ' i 300 GAL. DOSING TANK x- .. 5'' R=10D' MQNf10RING CNAM` 9O` I _ i ,�. �� --.—. 4 — •� �I 'N - PtK:M6i(R BERM & ' •: - . DRY $W CHAIN LP K EI_NC-r. ,.I ,. ,ROVG ROAD r R�'GSCI r ;r4-m cMa CUIVERt I o. \1u DESIGN: APPRQVED: CADD =-_-4 DRAFT ------- DATE: CHECK: _ T FM__—_- FLA. REG. ORIGINAL PERMITTED PLAN BY: McGOWAN & COMPANY ENGINEERING, INC. 20C5ONSINIVIL ENGINEER POO5CNWE.7TH AVE B26 120OKO1)3X HBEFL34973 (946-377 CIRCLE H CIfRu OFFICE / SHOP COMPLEX l ST, LUCIE COUNTY, FLORIDA MODIFICATION TO ORIGINAL PLAN BY: Lindahl, Browning, Lkfmp Ferrari & Hellstrom, Inc. CONSULTING ENGINEERS, SURVEYORS & MAPPERS WEST PALM BEACH - PALM CITY • FORT PIERCE • OKEECHOBEE ' stti ucO�GbunrJ DE V E L 0 P M Dd' P I4-J\ ("l ROJECT N0. SCALE 96-036 1" = 50' ISSUE DATE SHEET OCT 0 41999 12° ,5° PITCH NEW ROOF ADDITION (45') A/C NEW ROOF ADDITION COLUMN EW FLOOR ADDITION ❑LUMN C❑LUMP STYE D SIDE A 12' X 14' ROLL -UP DOOR SIDE B 12' X 14' ROLL -UP DOOR 0 30 COL SIDE C COLUMN NEW ADDITION Q:t % HY to �� PAUL_ JACQUIN & SONS INC. SCALEi 1/4°=1' DRAWN BY MICHAEL JACQUIN DATE, 9-8-99 HO CITRUS SHOP WEST OF FORT PIERCE OFF OF SHINN RD. CANOPY ADDITION DRAWING NUMBER 1 [IF 2 2 - 3/4' X 26' J BOLTS ` PRE-FAB WHIRLWIND STEEL BLDG, WIND LOADED TO 110 MPH 3000 PSI C❑NC, WITH FIBERMESH SAW CUT /EXISTING SLAB y I 5' X 5' I 7 - #5 EACH WAY _ IE 8' O.C. F❑❑TER A SCALE 1/4' = 1' SIDE B I C-AKI Tn SCALE 1/2' = 1' SECTI❑N 1 �M I q 1� E-- DOWELL NEW SLAB TO EXISTING SLAB #5 MAX O.C. SECTI❑N 1 L F❑❑TER A NDD 15' X 41'6" NEW LEAN T 1867 SF ADDIT' EXISTING SLAB 30' X 41'6" CLOSE IN WALL BETWEEN UPPER CANOPY AND LOWER CANOPY H EXISTING SHOP FLOOR PLAN FOR SHOP SIDE C SIDE A 1 1 1 EXIT ORIGINAL BUILDING IS #970007A BY WHIRLWIND MANUFACTURING NOTE, NO ELEC. ,PLUMBING, OR HVAC IN THE NEW LEAN TO, 119 NEW CANOPY AND ADD 15' CONCRETE NOTE: A) METAL BUILDING WILL MEET 110 MPH WIND CODE B) PRE-ENGINEERED BUILDING BY WHIRLWIND MANUFACTURING SoBYt Sttllrlp 'nnnt% PAUL JACQUIN & SONS INC. SCALE, 1/4'=1' DRAWN BY, MICHAEL JACQUIN DATE, 9-8-99 HO CITRUS SHOP WEST OF FORT PIERCE OFF OF SHINN RD, LEAN TO ADD, DRAWING 2 OF 2 NUMBER, I. i < SECT 'IN I.JN ,.a SECTION LINE FAf1,M itOAD C. NAL i'JC. 58 (12 O RIGHT OF' --WAY) DRY SEASON 0,E SF_AS0N W. .E. -' t . 3YCt CONSTRUCT 1575 SF OF ADDInONAL 8' %*LLROCK SURFACE COURSE CONSTRUCT 262 SF of r ADDITIONAL 8' SHELLROCK SURFACE COURSE is NnoN g c� ��A 1 �.� 9 (N PROPOSED ) 5 V1 \6 - .\i N 4-Mt I1N0&IWA 2 wCtl 'J�aP �,.' (TO BE COlSOUGATED; _.. 8 4- (O l m. �\ RELOCATED AS SHOWN Wj � )V � FFI E (TOTAL)-•,., e 2 RY CBS 5106-- HFI FSF 5.00 n yy 5 9 . e..2s,o� \ v: GRISS PARKING ;� iAkill. '\ ,. )nv i I ril 4 -9•v/ O� V ..- a.., .� - ------ __... 01) BE CONSOLIDATED h rR .�� _ AS SHOWN) \\ pELOCATED �" � l � � �18 Fl CHAIN LINK f'ENCF ) � r ' .:�� 300 lAl. nnslNc 1nNk ) — qo MONITORING CHAMH(!1 TLI, L W (V Ili RME li 3(kM14 s ti \ 1" )Iiy IL- CHA N NA frN' lde t .M u,, ay O 3=60• ' R=60' -f Ovk ANA. (TYP) O' EP D0 U o _ 70,n�1 r- O . (j N �RWf H..AJ (r kQoJ, Fes\ n i l C)HED - AG5 = FUTURE LAND lUSE i �e I Zjo 'w A- ----f-- - - - DESIGN: TI M _. - CADD: `_.._. —- OCT 96 Z2 CNG HAES PER ST, LUCIE COUNTY PLANNING DEPARTMENT DRAFT: DATE 1 BY DESCRIPTION CHECK: TTE" DRAWING NAME: SITEPLAN.GCD APPROVED: D I TE: - - --- FL A. REG. # ORIGINAL PERMITTED PLAN BY: McGOWAN & COMPANY ENGINEERING, INC. CONSULTING CIVIL ENGINEERS 20055 NW 176TH AVE - PO BOX 261 OKEECHOBEE, FL 34973 (941) 763-5377 CIRCLE H CI�R�' OFFICE / SHOP COMPLEX ST. LUCIE COUNTY, FLORIDA CGLAI A , r @' lb"I4 1Ri n I OW Wr,u r ,c F215 R "v. MODIFICATION TO ORIGINAL PLAN BY: Lindahl, Browning, Ferrari & Hellstrom, Inc. CONSULTING ENGINEERS, SURVEYORS & MAPPERS WEST PALM BEACH • PALM CITY • FORT PIERCE a OKEECHOBEE ROJECT NO. SCALE 96_-036-_ 1 " _ 50'_ ISSUE DATE SHEET 1 6SEP96 1 OF -2_ OCT 0 41999 C) I CO f-, EXISTING f.1111si1 _T_TTTT_T ll-T- LTT FT 12' X 14' ROLL -UP DOOR 12' X 14' RDLL-UP DOOR \'C❑LUMN C❑LUMN-/ SIDE D SIDE C 7(45) _J ROOF 0 bo NEW ADDITION NG C NT]ILEV R ROO LLL. `KEY DROP cx� PAUL JACQUIN & SONS INC. SCALE, 1/4'=1' DRAWN BY MICHAEL JACQUIN DATEi 9-8-99 HD CITRUS SHOP WEST OF FORT PIERCE OFF OF SHINN RD, CANOPY ADDITION DRAWING 1 [IF 2 NUMBER a1'-s' 2 - 3/4' X 26' J BOLTS PRE-FAB WHIRLWIND STEEL BLDG, WIND LOADED TO 110 MPH 3000 PSI CnNC, WITH FIBERMESH SAW CUT /EXISTING SLAB (1J 5' X 5' J FOOTER A SCALE 1/4' = 1' SCALE 1/2' = 1' SECTION 1 7 - #5 EACH WAY 8' ❑.C, SIDE B I CAM Trl I DOWELL NEW SLAB - TO EXISTING SLAB #5 MAX O.C. - 4 SECTION 1 I L ti FOOTER A ADD 15' X 41'6" NEW LEAN TE 1867 SF ADDITIl EXISTING SLAB 30' X 41'6" CLOSE IN WALL --- - BETWEEN UPPER CANOPY AND LOWER CANOPY _T H EXISTING SHOP FLOOR PLAN FOR SHOP EXIIT ORIGINAL BUILDING IS #970007A BY WHIRLWIND MANUFACTURING NOTEi NO ELEC. ,PLUMBING, OR HVAC IN THE NEW LEAN TO. f 119 NEW CANOPY AND ADD 15' CONCRETE 0 NOTE: A) METAL BUILDING WILL MEET 110 MPH WIND CODE B) PRE-ENGINEERED BUILDING BY WHIRLWIND MANUFACTURING � PAUL JACQUIN & SONS INC. SCALE, 1/40=1'_d DRAWN BY, MICHAEL JACQUIN DATE, 9-8-99 HO CITRUS SHOP WEST OF FORT PIERCE OFF OF SHINN RD. LEAN Tll ADD. DRAWING 2 OF 2 NUMBER,