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HomeMy WebLinkAboutBuilding Planf L r WIND PRESSURE ON COMPONENTS AND CLADDING Zone 1 Zone 1 +/- 22.15 Zone 2 +/- 34.05 Zone 3 +/- 47.37 Zone 1 PROFESSIONAL SERVICES BY DRISCOLL ENGINEERING,INC. PO BOX 357577. GAINESVILLE, FL 32635 PH (352)-331-1513 CA 800 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 anyway 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 reportto 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 Client/Contractor contract and shall require all subcontractors at any level to contain a like requirement. Failure by the Client, 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 n shall comply with Florida Buildi r- n ULTIMATE WIND SPEED: 152 NOMINAL WIND SPEED: 120 WIND EXPOSURE CATEGORY: B RISK CATEGORY 1 NON HABITABLE INTERNAL PRESSURE COEFFICIENT Gcpi= +/- 0.0 CC DESIGN PRESSURE PER FBC CHAPTER 16, INCLUDING ASCE 7-16 LOAD CALCULATIONBLE COF ROOF LIVE LOAD =12.5 PSF ROOF DEAD LOAD = 2 5 PSF MIN SOIL BEARING 2000 PSF REVIEWED FOR TRUSS BEARING LOAD EACH END 3600LB CODE COMP IAN( TRUSS UPLIFT @ POST 2400LBS THE DESIGN OF THIS POLE STRUCTURE BUILDING ST. LUCIE COUNTY 8( IS FOR STRUCTURAL ONLY, LOCATION OF THE BUILDING INCLUDING ANY SITE CONSIDERATION IS BY OTHERS 1. Wood framing and fasteners to meet NDS-2018 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 \cgpjporrn/tqt4STM C-260. CONCRETE MIX A Ultimate Compressive Strength @ 28 days Slump Range Maximum Aggregate Size Entrained Air Dry Weight per Cubic Foot 4 3,000 PSI 1" None 150 # Concrete mix All concrete shall be cured for a minimum of 28 days. If forms for vertical surfaces the curing period, spray surfaces with liquid membrane curing compound. dM�rior to the end of 5. Reinforcing steel shall conform to ASTM A615- Grade 40 (Fy=40 ksi). Lap continuous bars for tension lap splice per ACI-$18, 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 to exceed 10'- 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 accordance with the requirements of ACI-318, Paragraph 6.3. 30' x 48' OPEN POLE STORAGE STRUCTURE 12-16-21 Michael E Driscoll PE FL Reg # 43922 U C 00 CD W C3) Z� cca O -� U IL- Z W W°-W =Cq O LLIL } CODE CPLIANCE jo r----------------------------*--�t-------------------------------;-----------------------------; ST. L CIE CONTY SOCC �- �----------------------------- ,. , 1 1 , \ 00 1 O \ , , W CP Q N W \ Z 1 , , O 1 , Z U , 1 � N CO M d W O I— .' 1 _. .' ' '-. -L-----------------------------------------------------' m \ 1 N 1 8"X 811. pt post ��i►_i l lli� Z �U _ 24" dia. x 48" deep _ \\����PRo oR�s�©,; Z Z YP) o Se --. '� W U post footingt FOUNDATION PLAN VIEW �N '`%W LU AA.ram 011iilr 6-29-21 Michael E Driscoll PE FL Reg # 43922 Nil STEEL ROOF TRUSES I I I I ' CO , a. ' O J 4 } 0 Ca ' U V zo c N I I I I I I I 811X 811. pt post—J 24" dia. x 48" deep post footing (typ) ROOF PLAN VIEW- M ST. LU IE COI 9 Z 12-16-21 Michael E Driscoll PE FL Reg # 43922 U C 00 W o Z� Q N J CO WO Z OLL U W L,j Z_ W d W � CO =oLL Li z W z� wui V z w uua z z W F $ J O z u� lBOCC Ll.1 v if 2"x 6" #2 syp purlins @ 24" max spacir FGaly ridge cap J- 114 ula I(lru Dulls nut & washers 14 Ga purlin 2"x 6" #2 syp Drip edge attach purlins attach to clip in accord w/ mfr specifications connector w/ 2 #10-15 X 1-1/2" screws 1„ 1 Truss details (see sheet 5) RIDGE CONNECTION DETAIL 29 ga. metal roofing attach in accord with mfr. specification FL # 27567 R2 2- 1/2" dia. carriage thru bolts nut & washer to match See sheet 2 &3— for post & footing sizes rat runs 10'-0" max spacing PURLIN CONNECTION DETAIL 2"x 6" #2 syp purlins @ 24" max spacing FGaly ridge cap CollarTie NTS 2"x 6" #2 syp purlins @ 24" max spacing 2-1/2" dia. carriage thru bolts nut & washer to match See sheet 2 & for post & foot sizes Min 3000psi concrete #5 X 12" BARS CENTERED EACH V4 FOR 18" DIA HOLES USE 12" LONG FOR 24" DIA HOLES USE 18" LONG 80# BAG SACRETE MIN. OR 24" SQ X 4" THICK CONCRETE PAD iss details ST. :e sheet 5) POST FOOTING TO TRUSS DETAIL NTS tASE 41 O —QO 111I1\\��\ 12-16-21 Michael E Driscoll PE FL Reg # 43922 W W W FILE Cr PY kEVIEWkbFOR E CC z� U C 1 0 W T Z� Q N ,—I m W 0 OLL W LLI Z_ WELW_ y) CID tL =oLL - BOCC y 2y -OZ0`f j a] No. ELEMENT MATERIAL DESCRIPTION M1 Collar Tie ASTM 572 L1-1/2"x 1-1/2" x 3/16" 2 Col.lar Toe ASTM 572 L -1 "x -1 3/16" M3 Top Chord ASTM 572 L1-1/2"x 1-1/2" x 3/16" M4. Bottom Chord ASTM 572 _ n _ n n M5 Center vertical ASTM 572 " " „ M6 End Vertical ASTM 572 L 1-1/2"x 1-1/2" x 3/16" M7 Bearing angle ASTM 572 L 1-1/2"x 1-1/2" x 3/16" -M8 Inside vertical ASTM 513 1 L1-1/4"x 1-1/4" x 1/8" M9 Diagonal web ASTM 513 1 L1-1/4"x 1-1/4" x 1/8" STEEL TRUSS CROSS SECTION NOTES: CONNECTOR SCHEDULE 2"x 6" #2 syp purlin to 6"x 6" x 14 ga. clip 249 x 1-1/4" screws Truss to truss @ ridge 3-1/2" dia thru bolts & nut Wood post to truss-2 ea 1/2" dia thru bolts nut & washers Post to concrete 24" dia x 48" deep w/ 2 #5 bars thru post 1-MATERIALS-SHALL-CON FORM TO -STEEL ASTM 572. 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 AWS REQUIREMENTS. 5-ALL WELDING SHALL BE DONE BY A CERTIFIED WELDER. 6-BOLTS SHALL BE ASTM A325. w/ NUTS & WASHERS. (TYP). 7- WELD STRENGTH 70 KSI MIN. 8- ALL POST SHALL BE #2 DENSE 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" UNO. 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. 2- 1 /2" DIA. CARRIAGE BOLTS NUT & WAS STEEL CUPS � PV RC/N (TYP) TRUSS TO POST DETAIL PLAN VIEW TYP 9/2„ 0la thru bolts "PRD DR ��,,vOe 3922 NO _ @P C7 oe 100P\\�� /illlllll TRUSS DETAILS 12-16-21 Michael E Driscoll PE FL Reg # 43922 ul W co Lam\ V j u! FILE Cl ST. CIE CO U 4TY BOCC 3li Z Zyvr v 7-0� U C Co O W Jm W Z O -j U U_ W L.LI Z U W U)Ca =0U_ u z u z w iL z u z w J J