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Home My WebLink AboutPROJECT INFORMATION1-All construction shall comply with Florida Building Code 6th edition 2017. WIND PRESSURE ON COMPONENTS AND CLADDING ULTIMATE WIND SPEED: 160 zone' NOMINAL WIND SPEED: 124 SCANNM WIND EXPOSURE CATEGORY: B 1] Zone 1 �� — — — -- — — — - — — — — b . . z �s Z Z_ RECEIVED z W € JUL 13 1018 34.05 iI-wLavv %,0JW,j"L19 r'e It:ting Department Zone 2 Zone 1 +/- .15 INTERNAL PRESSURE COEFFICIENT Gcpi= +/- 0.0 St. Lucie count +/- 34 Zone 3 +/- 47.37 DESIGN PRESSURE PER FBC CHAPTER 16, INCLUDING ASCE 7-16 LOAD CALCULATIONS Zone 1 ROOF LIVE LOAD =20 PSF Zone z ROOF DEAD LOAD = 2.0 PSF zone 3 MIN SOIL BEARING 2500 PSF TRUSS BEARING LOAD EACH END 1800LB TRUSS UPLIFT @ POST 1800LBS PROFESSIONAL SERVICES BY DRISCOLL ENGINEERING,INC. PO BOX 357577. GAINESVILLE, FL 32635 PH (352)-331-1513 CA 6690 PLANS AND SPECIFICATIONS The plans and specifications presented herein are applicable only for the anticipated construction at the locations shown. If construction plans change, the Design Professional should be notified so the plans and specifications can be re-evaluated. The Design Professional should -be given the opportunity to review final plans and specifications to see if the intent of the plans and specifications has been followed and/or if supplemental details and recommendations are needed. The Design Professional warrants that the plans and specifications contained herein, have been prepared in accordance with generally accepted professional engineering practice. No other warranties are Implied or expressed. CORPORATE PROTECTION It is understood and agreed that the Design Professional's Basic Services under this Agreement do not Include project observation or review of the Contractor's performance or any other construction phase services, and that such services will be provided by the Client. The Client assumes all responsibility for interpretation of the contractor Documents and for construction observation and supervision and waives any claims against the Design Professional that may be in any way connected thereto. In addition, the Client agrees, to the fullest extent permitted by law, to indemnify and hold the Design Professional harmless from any loss, claim or cost, including reasonable attorney's fees and costs of defense, arising or resulting from the performance of such services by other person or entities and from any and all claims arising from modifications, clarifications, interpretations, adjustments or changes made to Contract Documents to reflect changed field or other conditions, except for claims arising from the sole negligence or willful misconduct to the Design Professional. OWNERSHIP OF INSTRUMENTS OF SERVICE All reports, plans, specifications, computer files, field data, notes and other documents and Instruments prepared by the Design Professional' as instruments of service shall remain the property of the Design Professional. The Design Professional shall retain all common law, statutory and other reserved rights, including the copyright thereto. DEFECTS IN SERVICE The Client shall promptly report to the Design Professional any defects or suspected defects in the Design Professional's work or'services of which the Client becomes aware, so that the Design Professional may take measures to minimize the consequences of such a defect. The Client warrants that he or she will Impose a similar notification requirement on all contractors in his or her Cllent/Contractor contract and -shall requlre_all subcontra�at any level to contain -a] i ke requirement. FalIure by the Cllent, and the Client's contractors or subcontractors to notify the Design Professional, shall relieve the Design Professional of the costs of remedying the defects above the sum such remedy would have cost had prompt notification been given. VERIFICATION OF EXISTING CONDITIONS Inasmuch as the remodeling and/or rehabilitation of an existing building requires that certain assumptions be made regarding existing conditions, and because some of these assumptions may not be verifiable without expending additional sums of money or destroying otherwise adequate or serviceable portions of the building, the Client agrees, to the fullest extent permitted by law, to Indemnify and hold the Design Professional harmless from any claim, liability or cost (including reasonable attorney's fees and costs of defense) for injury or economic loss arising or allegedly arising out of the professional services provided under this Agreement, excepting only those damages, liabilities, or costs attributable to the sole negligence or willful misconduct of the Design Professional 1. Wood framing and fasteners to meet NDS-2012 requirements. 2. Fastener requirements: (1) All nails are Common galvanized; (2) all bolts are to be galvanized steel and include nuts and washers; and (3) all other hardware (Simpson, etc.) is to be installed according to manufacturer's specifications and recommendations. Nailing (size and number) shall satisfy Tables 2306.2.(1), 2306.3.(1) and 2306.3.(#) FBC unless otherwise indicated. Note: fasteners exposed to the weather are to be treated for weather resistance and compatible with the type of pressure treated wood used (connectors, nails, bolts, nuts and washers). Concrete Construction Notes 1. Concrete work shall conform to "Building Code Requirements for Reinforced Concrete" (ACI-318) and "Specifications for Structural Concrete" (ACI-301), Latest Edition. 2. Concrete mix shall conform to the following specifications. All concrete mixes shall contain a water -reducing admixture conforming to ASTM C-494. Air -entraining admixture shall conform to ASTM C-260. �II///,/ CONCRETE MiX A \�� pW RDNse" OR�s�/ice Ultimate Compressive Strength @ 28 days 3,000 PSI t;.,�; " 3922 Slump Range 4" +/- 1" Maximum Aggregate Size 1" _ ; re = Entrained Air None Dry Weight per Cubic Foot 150 # %� 3. Shotcrete mix /,oj�SS/ p\� 4 All concrete shall be cured for a minimum of 28 days. If forms for vertical surfaces are remtjf 40 Prid)i the end of the curing period, spray surfaces with liquid membrane curing compound. 5. Reinforcing steel shall conform to ASTM A615, Grade 40 (Fy=40 ksi). Lap continuous bars for tension lap splice per ACI-318, unless otherwise noted. Provide corner bars of same size and spacing as horizontal wall reinforcement. Cover for concrete reinforcing steel shall be in accordance with ACI-318, Paragraph 7.7. 6. Welded wire fabric (WWF) shall conform to ASTM A185. Lap sheets two mesh spaces and wire tie adjacent sheets together securely. Cut alternate reinforcement at control joints.: - 7. All slabs on grade shall have construction or control joints not o, &ceed 15' - 0" spacing, unless otherwise noted. 8. Electrical conduit and other pipes to be embedded in structural concrete floor slabs or walls shall be placed in accord with the requirements of ACI-318, Paragraph 6.3. zap lr ...: 712-1,8'. O rn V_ Of V- .. Zm O� W LL Of CD - CIO oa ice- a NT U- 40' X 60' OPEN POLE STORAGE STRUCTURE MichaelE Driscoll PE .:_ FL Reg #_ 43922 0 ; 4MUS ST LUCM4 COUSION REVIEVI , D FOREVILWE BDATE 7PLA:\S A.�D PET i;\ JC`- OR NO INSPECTIMMU, THESE PLANS AND ALL PROPOSED WORK ARE SUBJECT TO ANY CORRECTIONS REQUIRED BY FIELD INSPECTORS THAT MAY BE NECESSARY IN ORDER TO COMPLY WITH ALL APPIdPABIE 68BES, CONCtA UD I'AST01LAMIs ORA IACHMENTS ARE THE RESFOIrSIEIIIrY OF 71-1E CONTRACTOn OF RECORD Gi "4 .!FiLk ��S t. 10 .e 12'-011 12'-011 1 ' Al� 1 I 1` /I 1 1 I 1 i I :t_l----------------------------l-� L�'- T---__-__--_-___-__-_-_--____--l� 7 _-__-_____---___---_----_-_-_ ,C i�___-__-___--___--__________-!_ 1 I 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 , t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 , 1 I 1 1 I 1 1 1 1 1 I 1 1 I 1 1 I I 1 I 1 1 1 1 I 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 , ' 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I 1 t 1 1 1 I I I 1 1 1 1 1 V-----------"-------------- ---------------------------- --;------------------------------------------------------------;-----------------------------8 x 8pt post 24" & . x 48" deep%0 post footing (typ) FOUNDATION PLAN VIEW 43922 << 3/16" = 1'-0" _ ' T `NAB-\\\7-2-18 Michael E Driscoll PE FL Reg # 43922 N a 0 0 o0 m J U- LU w IL LL a� mK -4 cc m CO Um W v coy N O m O - co C/) = X 0 I S OPE OPE O X 'II co N ^ = .-. CL -a N - - - -- - - - - --- - - - X O 0 n D z ;< ,Im I� t 2"X -'II— - .yl--. - —fl - — -R— - -Iw im W — il— - .H-_ - -m1 - vF " _ -1, _ �f— � m1 ENGINEERING.INC.PEARSONONSULTINGIENGINEERS4780 JORGENSON RD,PDRISCOLL OOX 3575n PH(352)331-1513 FT PIERCE FL: DB18-190 r �ti ^A---NEMLIP, FL 32605 FX. (352) 505J366 1 SHEET: 3 w A. 3" M7 2- 1/2" Dia. carrage M6 bolts (typ) 3" PT Post (See sheet 2 for size) POST TO TRUSS CONNECTION NTS 3" C/L 3" 3- 1/2" Dia thru UUILO thru 5/8" dia hole (tYP) CENTER RIDGE CONNECTION NOTES: M3 M1 40' TRUSS SPAN NOT TO SCALE No. ELEMENT MATERIAL (50 KSI) DESCRIPTION M1 Collar Tie ASTM 513 L1-1/2"x 1-1/2" x 3/16" Collar Tie ASTM 513 Ll -1 2"x 1- " x 3 16" M3 Top Chord ASTM 513 L1-1/2"x 1-1/2" x 3/16" M4 Bottom Chord ASTM 513 „ „ " " " M6 End Vertical ASTM 513 L 4" x 3" x 3/8" M7 Bearing angle ASTM 513 L 4" X 3" x 3/8" M8 Inside vertical ASTM 513 L1-1/4"x 1-1/4" x 1/8" M9 Diacional web ASTM 513 L1-1/4"x 1-1/4" x 1/8" 1-MATERIALS SHALL CONFORM TO STEEL ASTM 513. 2- ALL STEEL SHALL BE 50ksi IN ACCORD WITH CURRENT AISC MANUAL. 3- WELDING ELECTRODES TYPE E70XX 4- ALL WELDING SHALL BE IN ACCORD WITH CURRENT AWWA REQUIREMENTS. 5-ALL WELDING SHALL BE DONE BY CERTIFIED WELDER. -6=BOLTS-SHALL BE ASTM A325. w/-NUTS & WASHERS. (TYP) 7- WELD STRENGTH 70 KSI MIN. 8- ALL POST SHALL BE PRESSURE TREATED GROUND CONTACT. 9- PRIMING & PAINTING SHALL BE DONE BY TRUSS MANUFACTURER. 10- MIN EDGE DISTANCE FOR BOLTS HOLES SHALL BE 3/4" MIN 11-MAX TRUSS SPACING SHALL NOT EXCEED 12'-0" 12-THE DESIGNER DISCLAMS ANY RESPONSIBILITY FOR DAMAGES AS A RESULT OF POOR WORKMANSHIP, OR IMPROPER USE, AND ACCEPTS NO RESPONSIBILTY OR EXERCISES NO CONTROL WITH REGUARD TO FABRICATION, HANDLING,AND INSTALLATION OF TRUSSES. STEEL TRUSS CROSS SECTION 2- 1 /2" DIA. CARRIAGE BOLTS (TYP)� STEEL TRUSS L4"X 3"X 3/8"- I l "WOOD POST (TYP) - TRUSS TO POST-DET-AIL-- - PLAN VIEW \\\11 I I I I / / //// EDWARD �\�V�P�, • CE%�;1'q s 27 r , F , L //11111 TRUSS DETAILS 7-2-18 Michael E Driscoll PE FL Reg # 43922 L- CL 0 rn T N0 ' � Z m 00 (1) _I W L" O00� � )w Q 00 0. (L It LL