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Home My WebLink About99100116- site development plani I I I j Z Z o �— z 0 n i 14' Z' r r / INTERIOR 1 '4 SECTION LIM. � 1'4 NI ERIS TING FARM / R� L"C"ITING BRIDGE CAHAL I'do. 58 122.0' Rif IT -OF -WA`O --� DRY SFASOI4v.C.F -18.30 WET SI-AS01 W-C.F --16.80 \\ `. 'OP Of RANK ` cos IUI-I 'df lac' nr :j STURMWATER —/ V' D TENTION > , ..'�' v i t Y 1\ \ O � \ S) i f .NEAGS FUTURE�t.ID USF s 25 OCT 96 ZZ CHANGES PER ST. LUCIE COUNTY PLANNING DEPARTMENT DATE B DESCRIPTION DRAWING NAME: SITEPLAN.GCD 104 S" G�c i DESIGN: CADD: - — DRAFT, CHECK: i`M — j ��11 c01 u1 iy CONSTRUCT 1575 SF OF ADDITIONAL Ir 901MOCK SURFACE COURSE CONSTRUCT 282 SF OF ADDITIONAL 8* SHEL-ROCK A(;I`l SURFACE COURSE Iv{ 'I :I �E - AG`i . \h rn WnT5 wFI I 'c PCA�F' i l 1 _ M) , A v ,� Artf' w 1 TO UN _` JMF'A, LIT - E / �� I - 7RAINA(-C I OFFICE FORY S q SI - 5 fl 9 HT 7 O! 1 \. V 39 1` (TOTAL) .:y';:, , '�, .,v �. Syr; "� i. logo GRASS PARN'ING \ 0. vF �• ✓✓,44N cnN RCI IkJLTURf RELO(',A i f DRY PUF ,R.-AfE N' i. BE aTID R 4 PJ ',:Mf wll, uISER u N A rN IULEED� ! Tm AS SHOWN) I ' 5- I l CHAIN UNK F"f'.NCE 7 ` F / R=an I I. .SOD GAT. DOSING TANK \ MON170RING l;RAMf R D4, P"IOSLD FT fHA N E V�� i �.' _._ __� try0 a-��.— �.a s6� i I i � ✓� INK ,i:CFI W C,'Rwr wall (1•K )f'ostD7 o f If _ I, 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 CITRUS OFFICE /SHOP COMPLEX (....�S�T.LUC�IECOU�NTY,FI_ORIDA SCM E 1 -INCH = 50 FE` I WA:TFR CONTROL STRUCTURE .� 'a -IN CMI' oULVFRT KIIF+ PISFR AN) RIFTUFR v Cn ,-1 Sf CPON CORNER p • „] 114 CORNER CFNTERI ROADWAY DRAINAGE CANA;. PROPERTY LINE ..-.____._..._.__. fCCT70N OR 1/4 SFCTION UNL E PROPOSED BUILDINGS PROPOSED CONCRETE SIDEWALKS OR PADS TROPOSED COMPACTED .SHt LL "ARKING & GRAVEL AREA. c� PROPOSED ASPHALT PAV7NC StT7C TANK - DRAINAGE FLOW 1X1"TNG. ELE IeA TION - D'RFi; RLNJ OF SLOPE N�." 1 'N IJJ uUND 1, ( .J 7 Ar, b h ,l k ,) I ., L ..L � N'L IH i I I .. f �P1C ✓ �r t, F I, UPC. AI ID I-f >t AG") \ MODIFICATION TO ORIGINAL PLAN BY: Lindahl, Browning, Ferrari & Hellstrom, Inc. CONSULTING ENGINEERS, SURVEYORS & MAPPERS WEST PALM BEACH • PALM CITY • FORT PIERCE • OKEECHOBEE ROJECT N0. =_SCALE ISSUE DATE =SHEET, 1 11 I' - b 7 JJ GUTTER d DOWNSPOUTS TYR EA COLUMN - I•;�T�I�.H NOTE: ) METAL WLDH Tll L MEETI 10 MPH WND CODE :,) P C,INEEf;ED BWL I G BY HIRLWND MANUFACTURING EAVE HEIGHT 14' If-®Ull`YlD(ryMON W0 II'H FOOTERS ERS MARKED PLACEMENT OF COLUMNS -P`.C4 Vid ELE0/V0TIXNO ,(of00— 1 = f , 1 l q LIMA I I I II111 I f UI MO411tlH PI -If I AB WIIIFI Willi) SIF1.1. 141 111,. WIND I IIADI 11 111 It() MFII 300Il 1', 1 1 Hill- ,' WI III f I m Fill "if - i HI It I ; y; 115 IA1.11 WAY ru❑ I I_I� n AFF I/'- -1' w z �p Fi w r—, o in O LLl 1'"~ g:j < u- au sc�al.l: 6waT No. DRAWING No. 99007, I 9 P 4 ^.i r GENERAL 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 01.1 Structural Welding Code -Steel and any other code listed within the Design Information. 2. Materials ASTM Designotion 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 Str6hgth Rod Bracing A36 FY=36 KSI Roof and Wolf 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-636D and TT-P-664. 4. All Bolts are 12" x 0'-1 e" A307 Except: A). Endwall rafter splice - 58" x 0'-112" A325--N B). Endwall column to rafter connection - 58" x 0'-112" 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 shearplone. 6. Closure Strips Furnished For Roof Application INSIDE - under roof panels at eave OUTSIDE - between endwall panels and roke trim and at the high side eave trim i ELECTION 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) se_ 2. Temporary supports, such as guys, braces, folsework, 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 ofreaming, 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(pWhirlwind 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 have 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 alter 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). STEEL = IfLDINGS CUSTOMER: JOB " NUMBER: ra DRAWING PACKAGE FOR PAUL JACQUIN & SON CONST 990873 "ERENCE: CIRCLE H CITRUS JOBSITE: FT. PIERCE, FL, DRAWING SCHEDULE DRAWING NUMBER ISSUE DATE DESCRIPTION C-ONE 11-12 9 COVER E-ONE A ROOF FRAMING PLAN E-2 A ELEVATION FRAMING PLAN D-ONE A IGIRT LAP DETAILS P-ONE A I IFRAME CROSS SECTION F-ONE A a JANCHOR BOLT LAYOUT S&T-ONE - --' SHEETING & TRIM ELEVATIONS 0 RESPONSIBILITIES 1. The Whirlwind Customer, hereafter referred to as the "customer", obtains and pays for all building permits, licenses, public assessments, paving or utility pro.rala, 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 at his expense all plant 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 buildingauthorities. 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 info the Order Documents. Whirlwind is not responsible for making an independent determination of any local codes or any other requirements not port 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 the contrary not withstanding. 411 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 plans for other trades, Whirlwind's shall govern ("Code of Standard Practice for Steel Buildings and Bridges in the RISC Manual; Section 3.3) 5. The customer is responsible for overall project coordination. All interface, compolibilily and design considerations concerning any materials not furnished by Whirlwind and Whirlwind's steel system are 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 eris(ing buildings or structures. The End Customer assures that such buildings and structures are adequate Jo resist snow drifts, wind loads, 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. B) Be legible and unambiguous. C) Have oil instances of change clearly indicated. 2. A dated 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 misfabrication. 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 subse4uently 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 shad 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 scheduler, 6. The customer approves of all notes and conditions on the drawings and/or calculations by signing on Approval Drawing Waiver Form. THM PLANS AND ALL PROPOSED WORK ANI SUNICT TO ANY CORRECTIONS III1UTAID IY PI1LD INSPECTORS THAT n5 MAY 11 NICIIIIIAAY IN ORDER TO OCIIII yWITN ALLAlm" CODES, ff {L! O ST. LUCIE COUNTY BuREVIEWED N FORCOM LI REUIEWEp 6/Y DATE .IL PLANSANDP"R IT STEELYDESIGN ONLY MLIgT pF KFDT nN JOB OR ^nE NO OTHER C6DE REQUIREMENT ARE, INCLUDED c CUSTOMER: PAUL JACQUIN & SON CONST JOB NO.: 990873 IFWG. N0. C-ONE Description: 4-14 x 8 Hex Head Undercut (114 x s Long -Life 11 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 Actual *1 size Description: 12-14 x 14 Hex Head Undercut (112 x 14 Long- Jf3 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 Actual Size 3'-634 0 Flange brace- 7'-1 ? Notes: Purling✓ 1. Roble each zee as required to alternate 3'-64 Girt between long and short flanges. 2. The 14 0 hole V-434 from each end is located nearest the long flange. o • 0 3. Lop connection bolts ore omitted for clarity. • o 0 • Indicates additional bolls required 0 strut purlin/girt (6) 1"0 A-307 machine bolts required of standard fops. (8) 2"0 A-307 machine bolts required of strut members. (A strut member is a purlin or girt at the bracing points. The struts continue across the length of the building.) DETAIL Q T-1 1/2 LAP 5'-5 2'-834 2'-834 1 /-Purlin/Girt • Indicates additional bolls required 0 strut purlin/girl Flange (6) 2"0 A-J07 machine bolts required at standard lops. (8) 2"0 A-307 machine bolts required at strut members. (A strut member is a purlin or girt of the bracing points. The struts continue across the length of the building.) DETAIL Q 5'-51/2 LAP (T) REFERENCE: CIRCLE H CITRUS ITop flange (typ.) Sr Sr LF LF Zee (fYP•) LAP LAYOUT 1 LF = Long Flange SF = Short Flange S-F -( I 1 f2 -14' zee 8" zee 1a LF \-10" zee 1/4' INDICATOR HOLE LOCATION LF Sr LF SECTION x ZEE LAP DETAIL Q THE LONG AND SHORT FLANGES HI - (ENSILE PIECE MARK LEGEND 4 jl1o1 —99 Job Unique Piece Mork Moteriol Specification (1 thru 9) ASTM A5701A607 ASTM A653 Grade 55 Grade D Pre —Pointed Pre—Golvonized 2= .094 12go 7= .096 3= .085 13ga 4= .069 14go 9= .071 5= .062 15go 6= .054 16go 1- .056 Nominal Flange Dimensions Zee Cee Eove Strut 2=2W3g 2=212x212 2=212x512 3=318x33e 3=312x312 4=35ax328 4=4 x',4 ` Section Depth A= 6" C= 10" E= 14" B= 8" D= 12" Fus 4" STEEL G c�oUn Shape NO OTHER CO�RMW REMFd Eove Strut E= Eove Strut ARE INCLUDEQ Rev IDate Description By Chk'd WHIRLWIND STEEL BUILDINGS A I 11-12-q`1 FOR APPROVAL EEH (LE. WHIRLWIND 8234 HANSEN HOUSTON, TEXAS 77075-1089 713 946-7140 Description: GIRT LAP DETAILS Size: 40' X 210' X 124 E.H. SINGLE SLOPE Customer: PAUL JACOUIN & SON CONST 12:12 ROOF SLOPE Cust. Locotion: FT. PIERCE, FL. Jobsite: FT. PIERCE, FL., Refer to drawing C-One for general notes, responsibilities, and f urmt drawing list and Issue dates. Drown by EEH Checked by Dole 1 1.10.99 Engin•ednq Cod No. 990873 Job No. 990873 Dwq. No D-ONE Issue A i i in innn ANCHOR BOLT SCHEDULE THREADED ANCHOR BOLT SYMBOL I QUANTITY I SIZE T Q Q T I T T T T 2I0'-0 WFIOUT OF STEEL i M NE ILIA JO'-0 J O NOTE.- THE FOUNDATION SHALL BE DESIGNED BYA REGISTERED, PROFESSIONAL, STRUCTURAL ENGINEER LICENSED INSTATE WHERE THE STRUCTURE IS LOCATED. THE STRUCTURALENGINEER DESIGNING THE FOUNDATION, IS NO TAN ENGINEER EMPLOYED BY WHIRLWIND STEEL BUILDINGS, INC. SEE PLAN FOR COLUMN DIRECTION 2„2" ANCHOR BOLT SIDEWALL i-STEEL LINE ANCHOR BOLT PLAN NOTE: ALL BASE PLATES ARE AT FINISH FLOOR ELEVATION. NO PROVISIONS ARE MADE FOR GROUT, O ANCHOR ENY BOLT ST N fp- N SIDEW LL /-STEEL LINE 1'-5 1 10� 1 2'-534 JO'-0 JO'- _N . O O to O O t I m w z .�N OJ b o o° N 0 012 2 PLATE PROJECTION 0 0s 212 ' NOTE: PROJECTION BASED FROM BOTTOM OF BASE PLATE. ADJUSTMENTS SHOULD BE MADE FOR GROUT AND/OR LEVELING PLATES. 32 034 3 0 1 312 16 114 4 0 112 4 -ERENCE NOTES ALL ANCHOR BOLTS (BY OTHERS) TO HAVE NUTS AND FLAT WASHERS 2. ALL ANCHOR BOLTS ARE DESIGNED TO FULL S.A.E. DIAMETERS WITH CUT THREADS NO SUBSTITUTIONS ARE ALLOWED. 3. WHIRLWIND IS NOT RESPONSIBLE FOR THE DESIGN, MATERIALS AND WORKMANSHIP OF THE FOUNDATION. ANCHOR BOLT PLANS PREPARED BY WHIRLWIND ARE INTENDED TO SHOW ONLY LOCATION, DIAMETER, AND PROJECTION OF ANCHOR BOLTS REQUIRED TO ATTACH THE METAL BUILDING SYSTEM TO THE FOUNDATION. WHIRLWIND IS RESPONSIBLE FOR PROVIDING TO THE BUILDER THE LOADS IMPOSED BY THE METAL BUILDING SYSTEM ON THE FOUNDATION. IT IS THE RESPONSIBILITY OF THE END CUSTOMER TO ENSURE THAT ADEQUATE PROVISIONS ARE MADE FOR SPECIFYING BOLT EMBEDMENT, BEARING ANGLES, TIE RODS, AND/OR OTHER ASSOCIATED ITEMS EMBEDDED IN THE CONCRETE FOUNDATION, AS WELL AS FOUNDATION DESIGN FOR THE LOADS IMPOSED BY THE METAL BUILDING SYSTEM, OTHER IMPOSED LOADS, AND THE BEARING CAPACITY OF THE SOIL AND OTHER CONDITIONS OF THE BUILDING SITE. (1996 LOW RISE BUILDING SYSTEMS MANUAL, SECTION IV: 3.2.2) STEEL LSE NOOTHERcon E NCLUQE9 REFERENCE: CIRCLE H CITRUS Rev I Date I Description By Chk'd WHIRLWIND STEEL BUILDINGS A 1 1112-y9 I FOR APPROVAL I EEH I QC: I WHIRLWIND Refer to drawing GOne for general notes, responsibilities, and current drawing list and Issue dates. 8234 HANSEN HOUSTON, TEXAS 77075-1089 (13) 946-7140946-7140 Description: ANCHOR BOLT LAYOUT Size: 40' X 210' X 17'-4 E.H. SINGLE SLOPE Customer: PAUL JACQUIN & SON CONST 12:12 ROOF SLOPE Cust. Locotion: FT. PIERCE, FL. Jobsite: FT. PIERCE, FL. Drown by EEH Checked I by Dote 1 11.10.99 Engineering Cod No. 990873 Job No. 990873 Dwg. No. F-ONE Issue A