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DESIGN LOADS:
<br />GENERAL NOTES:
<br />1.0 GENERAL
<br />1.1 ALL WORK IS TO BE PERFORMED IN A GOOD,
<br />WORKMANLIKE AND PROFESSIONAL MANNER.
<br />1.2 ALL CONSTRUCTION SHALL BE IN STRICT COMPLIANCE
<br />WITH THE REQUIREMENTS OF THE FLORIDA STATE BUILDING
<br />CODE, LATEST EDITION, OR LOCAL BUILDING CODE
<br />REQUIREMENTS IF MORE STRINGENT.
<br />1.3 THESE DRAWINGS DO NOT SHOW PROVISIONS FOR SAFETY
<br />DURING CONSTRUCTION. IT IS THE RESPONSIBILITY OF THE
<br />GENERAL CONTRACTOR TO PROVIDE THE REQUIRED BRACING,
<br />SHORING, AND SAFETY DEVICES THROUGHOUT THE
<br />CONSTRUCTION OF THIS PROJECT.
<br />2.0 COORDINATION
<br />2.1 STRUCTURAL DRAWINGS SHALL BE USED IN CONJUNCTION
<br />WITH AND COORDINATED WITH GENERAL, ARCHITECTURAL,
<br />CIVIL, ELECTRICAL AND MECHANICAL DRAWINGS AND OTHER
<br />CONTRACT DOCUMENTS.
<br />2.2 COORDINATE THE EXACT SIZE AND LOCATION OF ALL
<br />SLEEVES AND OPENINGS THROUGH SLABS AND WALLS w/
<br />GENERAL, ARCHITECTURAL, CIVIL, ELECTRICAL AND
<br />MECHANICAL DRAWINGS AND OTHER CONTRACT DOCUMENTS.
<br />2.3 ANY DISCREPANCIES BETWEEN ACTUAL CONDITIONS AND
<br />THOSE SHOWN ON THESE DRAWINGS ARE TO BE BROUGHT TO
<br />THE ATTENTION OF THE STRUCTURAL ENGINEER BEFORE
<br />CONSTRUCTION WORK PROCEEDS, INCLUDING ORDERING AND
<br />FABRICATING MATERIALS.
<br />2.4 INDEPENDENT TESTING OF MATERIALS SHALL BE
<br />PROVIDED AS DEFINED IN PROJECT SPECIFICATIONS. IN
<br />GENERAL THIS PROJECT INVOLVES THE FOLLOWING:
<br />A. CONCRETE.
<br />2.5 IF COORDINATION OF INFORMATION PRESENTED ON
<br />DRAWINGS CONFLICTS w/ THE PROJECT SPECIFICATIONS, THE
<br />DRAWINGS WILL TAKE PRECEDENCE.
<br />2.6 IN GENERAL CALL -OUTS ARE FOR NEW CONSTRUCTION
<br />U.N.O.. EXISTING CONSTRUCTION CALL -OUTS, ELEVATIONS
<br />AND DIMENSIONS OF EXISTING STRUCTURES ARE BASED ON
<br />EXISTING RECORD DRAWINGS PROVIDED TO McKim & Creed.
<br />THE (*) SYMBOL ON INDIVIDUAL FACILITY "STRUCTURAL"
<br />DRAWINGS INDICATES EXISTING CONSTRUCTION CALL -OUTS,
<br />CONDITIONS, ELEVATIONS AND DIMENSIONS TO BE FIELD
<br />VERIFIED BY THE GENERAL CONTRACTOR U.N.O. PRIOR TO
<br />CONSTRUCTION, INCLUDING ORDERING & FABRICATING
<br />MATERIALS. RECORD DRAWINGS PROVIDED BY THE CITY OF
<br />ZEPHYR HILLS UTILIZED INCLUDES:
<br />A. NONE UTILIZED.
<br />3.0 FOUNDATIONS
<br />3.1 DESIGN ALLOWABLE SOIL BEARING PRESSURE - 2,500
<br />PSF IN ACCORDANCE WITH THE PROJECT GEOTECHNICAL
<br />REPORT AS PREPARED BY MC SQUARED, INC. (PROJECT No.
<br />T051005.078 DATED JANUARY, 2011). THE CONTRACTOR IS
<br />RESPONSIBLE FOR VERIFYING THIS VALUE PRIOR TO
<br />FOUNDATION CONSTRUCTION. IN AREAS WHERE THE SOIL
<br />DOES NOT YIELD THIS BEARING STRESS VALUE, ADJUSTMENT
<br />IN THE SLAB DEPTHS AND FOUNDATION DIMENSION MAY BE
<br />MADE BY THE ENGINEER BEFORE WORK PROCEEDS.
<br />CONTRACTOR IS RESPONSIBLE FOR PERFORMING ANY SUCH
<br />ADJUSTMENTS.
<br />3.2 PREPARE THE EXISTING SUBGRADE IN ACCORDANCE w/
<br />THE PROJECT GEOTECHNICAL REPORT AS PREPARED BY MC
<br />SQUARED, INC. (PROJECT No. TO51005.078, DATED JANUARY,
<br />2011). IN THE EVENT UNUSUAL SOIL CONDITIONS ARE
<br />UNCOVERED, INCLUDING CONDITIONS THAT DEVIATE FROM
<br />THOSE DESCRIBED IN THE PROJECT GEOTECHNICAL REPORT,
<br />NOTIFY THE OWNER AND ENGINEER PRIOR TO FOUNDATION
<br />CONSTRUCTION FOR INSTRUCTIONS HOW TO PROCEED.
<br />ADJUSTMENT IN THE SLAB DEPTHS AND GENERAL
<br />FOUNDATION CONSTRUCTION MAY BE MADE BY THE ENGINEER
<br />BEFORE WORK PROCEEDS. CONTRACTOR IS RESPONSIBLE
<br />FOR PERFORMING ANY SUCH ADJUSTMENTS.
<br />3.3 ALL FILL BELOW FOUNDATIONS SHALL BE SELECT
<br />MATERIAL FREE FROM ROOTS, TRASH WOOD SCRAPS, AND
<br />OTHER EXTRANEOUS MATERIALS. PLACE FILL IN LIFTS NOT
<br />EXCEEDING THE RECOMMENDATIONS OF THE PROJECT
<br />GEOTECHNICAL REPORT AS PREPARED BY MC SQUARED, INC.
<br />(PROJECT No. T051005.078, DATED JANUARY, 2011).
<br />3.4 SLAB ELEVATIONS SHALL NOT BE RAISED OR LOWERED
<br />WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER.
<br />3.5 ALL EXCAVATIONS SHALL BE ADEQUATELY DEWATERED
<br />BEFORE PLACEMENT Or CONCRETE. NO CONCRETE OR
<br />CONCRETE FILL SHALL BE PLACED IN STANDING WATER.
<br />WATER ACCUMULATION EXCEEDING 1 INCH SHALL BE PUMPED
<br />OUT.
<br />3.6 SLAB AND FOOTING EXCAVATIONS AND FORMS SHALL BE
<br />REVIEWED BY AN OWNER'S CONSTRUCTION REPRESENTATIVE
<br />PRIOR TO PLACEMENT OF CONCRETE.
<br />3.7 ALL SLABS AND FOOTINGS SHALL BE CENTERED UNDER
<br />THE SUPPORTING MEMBER UNLESS NOTED OTHERWISE.
<br />3.8 CONSTRUCTION JOINTS IN SLABS, WALLS AND FOOTINGS
<br />SHALL BE MADE AT LOCATIONS SHOWN ON DRAWINGS.
<br />3.9 ANCHOR BOLTS SHALL BE SET BY MEANS OF TEMPLATE.
<br />"FLOATING" ANCHOR BOLTS INTO PLACE IS PROHIBITED.
<br />3.10 CONTRACTOR IS TO VERIFY THE ELEVATION AND
<br />LOCATION OF ALL EXISTING AND PROPOSED UTILITIES PRIOR
<br />TO CONSTRUCTION. ANY "KNOWN" UTILITY LINES DAMAGED
<br />WILL BE REPLACED AT THE CONTRACTOR'S EXPENSE. IF
<br />ANY "UNKNOWN" UTILITY LINES ARE ENCOUNTERED WHEN
<br />EXCAVATING THE CONTRACTOR IS TO CEASE ALL EXCAVATION
<br />ACTIVITY UNTIL THE ENGINEER AND OWNER ARE NOTIFIED
<br />AND INSTRUCTIONS ARE PROVIDED ABOUT HOW TO PROCEED.
<br />3.11 THE CONTRACTOR SHALL OBTAIN THE OWNER'S
<br />PERMISSION BEFORE ENCASING OR BACK FILLING AROUND
<br />ANY EXISTING UNDERGROUND STRUCTURE, PIPING,
<br />ELECTRICAL, OR OTHER UNDERGROUND WORK.
<br />4.0 REINFORCING STEEL
<br />4.1 BARS SHALL BE ROLLED FROM NEW BILLET -STEEL OF
<br />DOMESTIC MANUFACTURE CONFORMING TO "STANDARD
<br />SPECIFICATION FOR DEFORMED AND PLAIN BILLET STEEL
<br />BARS FOR CONCRETE REINFORCEMENT," ASTM A 615, GRADE
<br />60 AND SUPPLEMENTARY REQUIREMENT S-1.
<br />4.2 DETAIL AND FABRICATE REINFORCING STEEL IN
<br />ACCORDANCE WITH THE AMERICAN CONCRETE INSTITUTE "ACI
<br />DETAILING MANUAL," LATEST PUBLICATION.
<br />4.3 REINFORCING STEEL IN PLACE SHALL BE REVIEWED BY
<br />THE OWNER'S CONSTRUCTION REPRESENTATIVE PRIOR TO
<br />PLACEMENT OF CONCRETE. IN GENERAL "CLR" DISTANCES
<br />FOR CONCRETE COVER ARE PROVIDED ON THE DRAWINGS IN
<br />THE SECTIONS & DETAILS. FOR SECTIONS & DETAILS w/OUT
<br />CONCRETE COVER FOR REINFORCING BARS REFERENCE THE
<br />PROJECTS SPECIFICATIONS.
<br />4.4 WELDED WIRE FABRIC SHALL CONFORM TO "STANDARD
<br />SPECIFICATION FOR WELDED STEEL WIRE FABRIC FOR
<br />CONCRETE REINFORCEMENT," ASTM A-185.
<br />4.5 WHERE WELDED WIRE FABRIC IS REQUIRED IN
<br />SLABS -ON -GRADE PLACE AT CENTER OF SLABS -ON -GRADE
<br />UNLESS NOTED OTHERWISE.
<br />4.6 PROVIDE BARS AT CORNERS AND INTERSECTIONS OF
<br />SLAB THK'D T/D EDGES, AT CORNERS AND INTERSECTIONS
<br />OF FOOTINGS. CORNER BARS SHALL BE OF THE SAME
<br />NUMBER AND SIZE AS LONGITUDINAL BARS, U.N.O. ON THE
<br />DRAWINGS.
<br />4.7 FABRICATE CONTINUOUS BARS IN SLABS, WALLS AND
<br />FOOTINGS TO THE LONGEST PRACTICABLE LENGTHS.
<br />4.8 REINFORCING STEEL SHALL NOT BE BENT AFTER BEING
<br />PARTIALLY EMBEDDED IN HARDENED CONCRETE.
<br />4.9 BARS SHALL BE COLD BENT AND SHALL NOT BE HEATED
<br />FOR ANY REASON.
<br />4.10 REINFORCING BARS SHALL NOT BE WELDED UNLESS
<br />NOTED OTHERWISE ON THE DRAWINGS.
<br />4.11 REFERENCE DRAWINGS FOR REQUIREMENTS FOR LAP
<br />REINFORCING STEEL IN CONCRETE. IT IS ACCEPTABLE TO LAP
<br />REINFORCING A MINIMUM 50 BAR DIAMETERS, UNLESS NOTED
<br />OTHERWISE.
<br />4.12 LAP SPLICED BARS IN CONCRETE ARE TO BE WIRE TIED.
<br />5.0 CONCRETE
<br />5.1 IN GENERAL CONCRETE SHALL DEVELOP 3,000 TO 4,000
<br />psi MINIMUM COMPRESSIVE STRENGTH AT 28 DAYS.
<br />REFERENCE "DESIGN CRITERIA" THIS DWG. & PROJECT
<br />SPECIFICATIONS, FOR APPLICATION & SPECIFIC CONCRETE MIX
<br />DESIGN REQUIREMENTS.
<br />5.2 CONCRETE WORK SHALL CONFORM TO "BUILDING CODE
<br />REQUIREMENTS FOR REINFORCED CONCRETE", ACI 318 & TO
<br />"CODE REQUIREMENTS FOR ENVIRONMENTAL ENGINEERING
<br />CONCRETE STRUCTURES", ACI 350 (LATEST EDITIONS).
<br />5.3 PLACE 1/2 INCH EXPANSION JOINT MATERIAL BETWEEN
<br />EDGES OF SLABS AND VERTICAL SURFACES UNLESS NOTED
<br />OTHERWISE.
<br />5.4 PROVIDE CONSTRUCTION OR CONTROL JOINTS IN SLABS,
<br />FOOTINGS AND WALLS AT LOCATIONS SHOWN ON THE
<br />DRAWINGS, AT OFFSETS AND CHANGES IN DIRECTION AND AT
<br />(30) FEET MAXIMUM U.N.O.. GENERAL CONTRACTOR IS TO
<br />PROVIDE CONSTRUCTION JOINT LAYOUT PLAN PER THE
<br />PROJECT SPECIFICATIONS PRIOR TO CONSTRUCTION,
<br />INCLUDING ORDERING & FABRICATING MATERIALS.
<br />5.5 CHAMFER EXPOSED EDGES OF CONCRETE 3/4 INCH,
<br />UNLESS NOTED OTHERWISE.
<br />5.6 CONTRACTOR SHALL BE RESPONSIBLE FOR PROPER
<br />CURING OF ALL CONCRETE. CURING METHODS SHALL
<br />CONFORM TO "BUILDING CODE REQUIREMENTS FOR
<br />REINFORCED CONCRETE", ACI 318, "CODE REQUIREMENTS FOR
<br />ENVIRONMENTAL ENGINEERING CONCRETE STRUCTURES" ACI
<br />350 AND "STANDARD PRACTICE FOR CURING CONCRETE," ACI
<br />308, LATEST EDITIONS.
<br />5.7 UNLESS NOTED OTHERWISE DOWELS SHALL BE THE SAME
<br />NUMBER AND SIZE AS THE LARGEST VERTICAL/HORIZONTAL
<br />BAR TO WHICH THEY ARE SPLICED.
<br />5.8 REFERENCE PROJECT SPECIFICATIONS FOR REQUIRED
<br />FINISHES.
<br />5.9 CONTRACTOR SHALL SUBMIT REBAR SHOP DRAWINGS FOR
<br />APPROVAL TO OWNER PRIOR TO FABRICATION. DO NOT
<br />FABRICATE REINFORCING PRIOR TO RECEIPT OF APPROVED
<br />SHOP DRAWINGS.
<br />5.10 CONCRETE MIXES TO BE REVIEWED BY THE OWNER'S
<br />CONSTRUCTION REPRESENTATIVE PRIOR TO PLACEMENT OF
<br />CONCRETE. COMPRESSIVE .STRENGTH TEST CYLINDERS TO BE
<br />REVIEWED BY THE OWNER'S CONSTRUCTION REPRESENTATIVE
<br />THROUGHOUT CONCRETE CONSTRUCTION OF THE PROJECT.
<br />5.11 CONCRETE ACCESSORIES AS FOLLOWS:
<br />a.) PREFORMED WATERSTOPS SHALL BE PVC IN
<br />ACCORDANCE w/ THE PROJECT SPECIFICATIONS.
<br />b.) EXPANSIVE WATERSTOPS MAY BE ADEKA ULTRA
<br />SEAL TYPE MC-2010M OR AN APPROVED EQUAL.
<br />THE WATERSTOP CAN BE ADHERED TO THE
<br />CONCRETE w/ 3M-2141 BONDING ADHESIVE OR
<br />NAILED IN PLACE USING 1.5 INCH CONCRETE NAILS
<br />SPACED (3) TO (6) INCHES APART.
<br />c.) CAULK/SEALANT - SONOLASTIC (2) PART
<br />POLYSULFIDE.
<br />d.) BONDING AGENT - SHALL BE STRUCTURAL EPDXY
<br />ADHESIVE CONFORMING TO ASTM C-881 TYPE I
<br />AND II, GRADE 2, CLASS B AND C WITH A MINIMUM
<br />BOND STRENGTH OF 1900 PSI.
<br />1.) SIKA ARMATEC 110 EpoCem OR AN APPROVED
<br />EQUAL.
<br />LRIEV.NO. DESCRIPTIONS DATE
<br />REVISIONS
<br />SEAL
<br />V�c, ,
<br />WILLIAM F. BAND, P.E.
<br />No. 67838
<br />6.0 GROUT
<br />6.1 PROVIDE NON -SHRINK GROUT UNDER ALL COLUMN BASE
<br />PLATES AND BEAM BEARING PLATES AND ELSEWHERE AS
<br />INDICATED ON DRAWINGS. NON -SHRINK GROUT SHALL
<br />CONFORM TO ASTM C 1107.
<br />6.2 GROUT SHALL BE NON-METALLIC AND NON -STAINING
<br />AND HAVE A MINIMUM COMPRESSIVE STRENGTH OF 7000 psi.
<br />7.0 MASONRY
<br />7.1 CONCRETE MASONRY UNITS SHALL CONFORM TO THE
<br />REQUIREMENTS OF ASTM C 90. UNITS ARE TO BE NORMAL
<br />WEIGHT UNLESS NOTED OTHERWISE.
<br />7.2 REQUIRED COMPRESSIVE STRENGTH OF MASONRY
<br />ASSEMBLAGE, f'm, IS 1900 psi (MINIMUM), UNLESS NOTED
<br />OTHERWISE ON THE DRAWINGS.
<br />7.3 MORTAR SHALL CONFORM TO THE REQUIREMENTS OF
<br />ASTM C 270 AND SHALL BE TYPE S WITH PORTLAND
<br />CEMENT (ASTM C 150), MASONRY SAND (ASTM C 144) AND
<br />HYDRATED LIME (ASTM C 207). CALCIUM CHLORIDE IS
<br />PROHIBITED.
<br />7.4 GROUT FILL FOR HOLLOW MASONRY UNITS SHALL HAVE A
<br />28 DAY COMPRESSIVE STRENGTH OF 3000 psi AND SHALL
<br />BE NORMAL WEIGHT PEA -GRAVEL CONCRETE.
<br />7.5 JOINT REINFORCING: "TRUSS" TYPE OR "LADDER" TYPE
<br />REFERENCE PROJECT SPECIFICATIONS AND DRAWINGS.
<br />7.6 JOINT ANCHORS: REFERENCE PROJECT SPECIFICATIONS.
<br />7.7 WALL TO COLUMN TIES: REFERENCE PROJECT
<br />SPECIFICATIONS.
<br />7.8 MASONRY CONSTRUCTION INCLUDING GROUT FILL,
<br />MORTAR AND HORIZONTAL & VERTICAL REINFORCING TO BE
<br />REVIEWED BY THE THE OWNER'S CONSTRUCTION
<br />REPRESENTATIVE THROUGHOUT MASONRY & CONCRETE
<br />CONSTRUCTION OF THE PROJECT.
<br />8.0 STRUCTURAL STEEL
<br />8.1 STEEL SHALL CONFORM TO "STANDARD SPECIFICATION
<br />FOR STRUCTURAL STEEL," ASTM A-36 (Fy=36 ksi) FOR
<br />ANGLES, PLATES AND CHANNEL SECTIONS. WIDE FLANGE
<br />SECTIONS SHALL CONFORM TO ASTM A-572 (Fy=50ksi).
<br />HOLLOW STEEL SECTIONS (HSS) SHALL CONFORM TO ASTM
<br />A500, GRADE B (Fy=46 ksi). STEEL PIPE SHALL CONFORM
<br />TO ASTM A-53, GRADE B, (Fy=35 ksi).
<br />8..2 STEEL WORK SHALL CONFORM TO "SPECIFICATION FOR
<br />THE DESIGN, FABRICATION AND ERECTION OF STRUCTURAL
<br />STEEL BUILDINGS", OF THE AMERICAN INSTITUTE OF STEEL
<br />CONSTRUCTION, INC., (LATEST EDITION), INCLUDING ALL
<br />SUPPLEMENTS AND THE "CODE OF STANDARD PRACTICE FOR
<br />STEEL BUILDINGS AND BRIDGES", (LATEST EDITION).
<br />8.3 CONNECTION BOLTS SHALL BE 3/4 INCH DIAMETER
<br />CONFORMING TO "STANDARD SPECIFICATION FOR
<br />HIGH -STRENGTH BOLTS FOR STRUCTURAL STEEL JOINTS",
<br />ASTM A-325, UNLESS NOTED OTHERWISE CONNECTIONS ARE
<br />BEARING TYPE WITH THREADS EXCLUDED FROM SHEAR
<br />PLAN ES- (A-325x).
<br />8.4 WELDING SHALL BE IN ACCORDANCE WITH THE LATEST
<br />EDITION OF THE AMERICAN WELDING SOCIETY AWS D1.1
<br />"STRUCTURAL WELDING CODE". WELDING SHALL BE
<br />PERFORMED BY CERTIFIED PERSONNEL WHO HAVE BEEN
<br />PREVIOUSLY QUALIFIED BY TEST PRESCRIBED IN THE AWS
<br />"STRUCTURAL WELDING CODE". ELECTRODES SHALL CONFORM
<br />TO AWS 5.5, E70XX.
<br />8.5 STEEL LINTELS FOR MASONRY CONSTRUCTION SHALL
<br />BEAR (8) INCHES MINIMUM ON THE MASONRY U.N.O..
<br />8.6 THE GENERAL CONTRACTOR SHALL PROVIDE ADEQUATE
<br />TEMPORARY BRACING, SHORING, AND GUYING OF STEEL
<br />FRAMING AGAINST WIND, CONSTRUCTION LOADS, AND OTHER
<br />TEMPORARY FORCES UNTIL SUCH PROTECTION IS NO LONGER
<br />REQUIRED FOR THE SAFE SUPPORT OF THE FRAMING.
<br />8.7 ALL COPES, BLOCKS, CUTS, CUT-OFFS AND OTHER
<br />CUTTING OF STRUCTURAL STEEL MEMBERS SHALL HAVE ALL
<br />RE-ENTRANT CORNERS SHAPED, AND NOTCH FREE TO A
<br />RADIUS OF 1 /2 INCH MINIMUM. THE FILLET AND ITS
<br />CONTIGUOUS CUTS SHALL MEET WITHOUT OFFSET OR CUTTING
<br />PAST THE POINT OF TANGENCY.
<br />8.8. ANCHOR BOLTS SHALL BE ASTM F-1554 OR A-36
<br />HEADED OR NON -HEADED AS INDICATED ON THE DRAWINGS.
<br />NON -HEADED SHALL HAVE HOOKS AS REQUIRED BY THE
<br />DRAWINGS. PROVIDE TWO (2) NUTS AND WASHERS WITH
<br />EACH ANCHOR BOLT AT COLUMNS UNLESS NOTED
<br />OTHERWISE.
<br />8.9 OVERSIZED AND SLOTTED HOLES SHALL NOT BE USED
<br />FOR BOLTED CONNECTIONS EXCEPT AT LOCATIONS NOTED ON
<br />THE DRAWINGS.
<br />8.10 SPLICING OF STRUCTURAL STEEL MEMBERS IS
<br />PROHIBITED WITHOUT THE APPROVAL OF THE STRUCTURAL
<br />ENGINEER, AS TO LOCATION & TYPE OF SPLICE. ANY
<br />MEMBER HAVING A SPLICE NOT SHOWN AND DETAILED ON
<br />THE APPROVED SHOP DRAWINGS SHALL BE REPLACED.
<br />8.11 PRE -GROUTING BASE PLATES IS PROHIBITED.
<br />8.12 ALL HOLES IN STRUCTURAL STEEL ARE TO BE PUNCHED
<br />OR DRILLED. FLAME CUTTING OF STEEL IS STRICTLY
<br />PROHIBITED.
<br />8.13 ALL DESIGN, DETAILING, FABRICATION, COATING AND
<br />ERECTION SHALL BE IN ACCORDANCE w/ THE LATEST
<br />EDITION OF THE AMERICAN INSTITUTE OF STEEL
<br />CONSTRUCTION (AISC) MANUAL OF STEEL CONSTRUCTION.
<br />8.14 STRUCTURAL STEEL ERECTION SHALL BE REVIEWED BY
<br />THE OWNER'S CONSTRUCTION REPRESENTATIVE.
<br />8.15 IN GENERAL SHOP CONNECTIONS SHALL BE EITHER
<br />WELDED AND BOLTED AND FIELD CONNECTIONS SHALL BE
<br />BOLTED UNLESS NOTED OTHERWISE.
<br />SEAL
<br />8.16 FABRICATOR/CONTRACTOR SHALL SUBMIT SHOP
<br />DRAWINGS FOR OWNER/ENGINEER APPROVAL PRIOR TO
<br />FABRICATION. ALL SHOP DRAWINGS MAY BE EXPEDITED IF
<br />THE FABRICATOR ADHERES CLOSELY TO THE DETAILS, NOTES,
<br />AND INSTRUCTIONS, SHOWN ON THE DRAWINGS.
<br />8.17 ALL GALVANIZED MATERIALS THAT ARE FIELD CUT,
<br />FIELD WELDED OR DAMAGED IN SURFACE FINISH SHALL BE
<br />CLEANED AND RE -COATED AS CALLED OUT IN THE PROJECT
<br />SPECIFICATIONS.
<br />9.0 ALUMINUM
<br />9.1 ALUMINUM FABRICATION SHALL BE IN CONFORMANCE
<br />WITH THE ALUMINUM ASSOCIATION, INC. "SPECIFICATIONS
<br />FOR ALUMINUM STRUCTURES".
<br />9.2 UNLESS NOTED OTHERWISE, MATERIALS SHALL BE:
<br />a. PLATE & SHEET - ASTM 8209; 6061-T6, 6061-T651
<br />ALLOY.
<br />b. EXTRUDED SHAPES - ASTM 8221; 6061-T6, 6061-T651
<br />ALLOY. PIPE SECTIONS ARE SCHEDULE 40 U.N.O..
<br />c. CASTINGS - ASTM B108; 214 ALLOY.
<br />d. BOLTS - ASTM A193; GRADE B8 OR, ASTM 276; TYPE
<br />316 STAINLESS STEEL.
<br />e. NUTS - ASTM A194; GRADE M, OR ASTM 276; TYPE 316
<br />STAINLESS STEEL.
<br />9.3 ALUMINUM SHALL BE SEPARATED FROM DIRECT CONTACT
<br />WITH OTHER MATERIALS (STEEL, CONCRETE, ETC.) BY
<br />PRESSURE SENSITIVE TAPE, BITUMASTIC COATING, OR OTHER
<br />PROTECTIVE METHOD SUBMITTED BY THE CONTRACTOR AND
<br />APPROVED BY THE OWNER'S CONSTRUCTION REPRESENTATIVE.
<br />9.4 CONNECTIONS SHALL HAVE A MINIMUM OF TWO 3/4"
<br />DIAMETER STAINLESS STEEL BOLTS.
<br />9.5 WELDING ALUMINUM SHALL CONFORM TO AWS A5.10 &
<br />THE REQUIREMENTS OF THE ALUMINUM ASSOCIATIONS
<br />"ALUMINUM DESIGN MANUAL" (LATEST EDITION)
<br />TABLE 7.1-1 FOR WELD FILLERS FOR WROUGHT ALLOYS.
<br />9.6 PRE -GROUTING BASE PLATES IS NOT PERMITTED.
<br />9.7 ALL HOLES IN ALUMINUM ARE TO BE PUNCHED OR
<br />DRILLED. FLAME CUTTING OF STEEL IS STRICTLY PROHIBITED.
<br />9.8 FABRICATOR/CONTRACTOR SHALL SUBMIT SHOP
<br />DRAWINGS FOR OWNER/ENGINEER APPROVAL PRIOR TO
<br />FABRICATION. ALL SHOP DRAWINGS MAY BE EXPEDITED IF
<br />THE FABRICATOR ADHERES CLOSELY TO THE DETAILS, NOTES,
<br />AND INSTRUCTIONS, SHOWN ON THE DRAWINGS.
<br />9.9 REFERENCE PROJECT SPECIFICATIONS AND DRAWINGS FOR
<br />HANDRAIL/GUARDRAIL REQUIREMENTS.
<br />10.0 PRE-ENGINEERED TIMBER TRUSSES
<br />10.1 TRUSS FABRICATOR SHALL FURNISH TRUSS LAYOUT,
<br />SHOP DRAWINGS, ENGINEERING DESIGN COMPUTATIONS,
<br />CONNECTION DETAILS, TOP & BOTTOM CHORD BRIDGING &
<br />BRACING REQUIREMENTS FOR TRUSSES ON THE TRUSS
<br />LAYOUT PLAN, ALL INCLUDING THE SEAL OF AN ENGINEER
<br />REGISTERED IN THE STATE OF FLORIDA. NOTE THE
<br />ENGINEER's SEAL, ACCOMPANIED BY THE ENGINEER's
<br />SIGNATURE & DATE CERTIFIES THE TRUSS DESIGN WORK
<br />ADHERES TO THESE SPECIFIED REQUIREMENTS IN ADDITION
<br />TO THE LATEST REVISION OF THE FLORIDA BUILDING CODE
<br />(FBC).
<br />10.2 SHOP DRAWINGS ARE TO BE SUPPLIED TO OWNERS
<br />REPRESENTATIVE AND SHALL BE SUBMITTED TO THE ENGINEER
<br />FOR REVIEW PRIOR TO FABRICATION (INCLUDING ORDERING
<br />OF MATERIALS) & ERECTION. THE SHOP DRAWINGS SHALL
<br />INCLUDE TRUSS DESIGN IN ADDITION TO:
<br />a.) CHORD & WEB MEMBER LAYOUTS AND SIZES.
<br />b.) TRUSS HORZ. & VERT. TOP & BOTTOM CHORD
<br />BRIDGING AND BRACING MEMBER LAYOUTS AND
<br />SIZES.
<br />c.) CALL OUT OF ALL INDIVIDUAL TRUSS CONNECTORS.
<br />CONNECTORS TO MANUFACTURED BY SIMPSON
<br />STRONG -TIE OR AN APPROVED EQUAL.
<br />d.) CALL OUT ALL OF THE TRUSS METAL PLATE
<br />CHORD/WEB CONNECTORS USED TO FABRICATE THE
<br />TRUSSES.
<br />e.) CALL OUT REQUIRED HORIZONTAL AND VERTICAL
<br />LOADING COMPONENTS & REACTIONS DUE TO
<br />APPLICABLE GRAVITY DEAD, COLLATERAL AND LIVE
<br />LOADS, WIND, SNOW AND SEISMIC LOADING.
<br />10.3 REFERENCE DRAWINGS FOR REQUIREMENTS TO ANCHOR
<br />THE TRUSSES TO THE STRUCTURE.
<br />10.4 PRE -MANUFACTURED ROOF TRUSSES ARE TO BE
<br />CONSTRUCTED OF 2x TIMBER FRAMING & SHALL ADHERE TO
<br />THE FOLLOWING:
<br />a. ROOF TRUSS DESIGN LOADS ARE THE FOLLOWING:
<br />TOP CHORD DEAD LOAD = 15 psf
<br />TOP CHORD LIVE LOAD = 20 psf
<br />BOTTOM CHORD DEAD LOAD = 15 psf
<br />BOTTOM CHORD LIVE LOAD = 20 psf
<br />WIND LOADS: FLORIDA BUILDING CODE CHAPTER 16 &
<br />ASCE 7.
<br />LOAD DURATION FACTOR 1.15
<br />10.5 ALL WOOD MEMBERS SHALL BEAR THE IDENTIFICATION
<br />GRADE AS CALLED FOR IN THE FABRICATOR's SEALED
<br />ENGINEERED DESIGN CALCULATIONS & SHOP DRAWINGS.
<br />10.6 PROVIDE THE REQ'D CAMBER IN EACH ROOF TRUSS SO
<br />THAT THE DEAD LOAD & LIVE LOAD DEFLECTION SHALL BE
<br />THE SAME IN ALL PLANES.
<br />10.7 THE ERECTOR SHALL BE RESPONSIBLE FOR PROVIDING
<br />ADEQUATE BRACING TO RESIST ALL FBC LOAD CASES
<br />POSSIBLY ENCOUNTERED DURING ERECTION.
<br />10.8 THE ERECTOR SHALL INSTALL ALL TOP & BOTTOM
<br />CHORD BRIDGING AND TRUSS BRACING AS CALLED OUT IN
<br />THE FABRICATOR's SEALED ENGINEERED DESIGN CALCULATIONS
<br />& SHOP DRAWINGS. COORDINATE w/ THE GC RESPONSIBILITY
<br />OF INSTALLING THE TOP & BOTTOM CHORD
<br />BRACING/BLOCKING.
<br />v
<br />v MCK1A4&CREED
<br />3802 Ehrlich Road, Suite 306
<br />Tampa, Florida 33624
<br />Phone: (813)549-3740, Fax: (813)549-3744
<br />EB0006691
<br />www.mckimcreed.com
<br />10.9. TRUSS
<br />CONNECTORS AND TRUSS
<br />ANCHOR
<br />TIES SHALL
<br />BE GALVANIZED & MANUFACTURED BY "SIMPSON
<br />STRONG
<br />TIE". TRUSS
<br />CONNECTORS AND ANCHORS
<br />AS CALLED
<br />OUT ON
<br />BOTH THE SHOP AND STRUCTURAL DRAWINGS MAY BE
<br />REVISED BY
<br />THE ENGINEER OF RECORD
<br />(E.O.R.)
<br />THIS
<br />DRAWING DURING THE SHOP DRAWING REVIEW PHASE.
<br />CONNECTORS
<br />AND ANCHOR TIES SHOWN
<br />ARE BASED UPON
<br />ESTIMATED UPLIFT REACTIONS THAT WILL BE VERIFIED BY THE
<br />E.O.R. IT IS
<br />RECOMMENDED THE GC DO
<br />NOT ORDER TRUSS
<br />CONNECTORS
<br />UNTIL THE "FINAL" ROOF
<br />FRAMING
<br />SHOP
<br />DRAWINGS HAVE BEEN APPROVED. REVISED TRUSS
<br />CONNECTORS
<br />WILL BE AT NO ADDITIONAL COST
<br />TO THE
<br />OWNER OR THE ENGINEER OF RECORD
<br />(THIS DRAWING).
<br />10.10. MAXIMUM TRUSS SPACING AS INDICATED
<br />ON THE
<br />APPROVED SHOP
<br />DRAWINGS.
<br />11.0 ABBREVIATIONS
<br />11.1 THE FOLLOWING LIST OF ABBREVIATIONS IS
<br />NOT
<br />INTENDED TO
<br />REPRESENT ALL THOSE USED
<br />ON
<br />THE
<br />DRAWINGS, BUT
<br />TO SUPPLEMENT THE MORE COMMON
<br />ABBREVIATIONS USED.
<br />ADD'L =
<br />ADDITIONAL
<br />JT.
<br />= JOINT
<br />AL =
<br />ALUMINUM
<br />L.P.
<br />= LOW POIN
<br />ARCH. =
<br />ARCHITECTURAL
<br />MAS.
<br />= MASONRY
<br />BD. =
<br />BOARD
<br />MAT'L.
<br />= MATERIAL
<br />BLDG. =
<br />BUILDING
<br />MFG.
<br />= MANUFAC
<br />BILK. =
<br />BLOCK
<br />MIN.
<br />= MINIMUM
<br />BM. =
<br />BEAM
<br />M.O.
<br />= MAS. OP
<br />B.O. =
<br />BOTTOM OF
<br />MTL.
<br />= METAL
<br />BRIG.=
<br />BEARING
<br />NOM.
<br />= NOMINAL
<br />BTM. =
<br />BOTTOM
<br />N.S.
<br />= NEAR SID
<br />C.I.P. =
<br />CAST -IN -PLACE
<br />N.T.S.
<br />= NOT TO
<br />CLR. =
<br />CLEAR
<br />O.C.
<br />= ON CENT
<br />CMU =
<br />CONC. MASONRY UNIT
<br />O/F
<br />= OUTSIDE
<br />CONC. =
<br />CONCRETE
<br />O/H
<br />= OVERHAN
<br />CONN. =
<br />CONNECTION
<br />0/0
<br />= OUT TO
<br />CONST.=
<br />CONSTRUCTION
<br />OPNG.
<br />= OPENING
<br />CONT. =
<br />CONTINUOUS
<br />OPNG's=
<br />OPENINGS
<br />COORD.=
<br />COORDINATE
<br />ORIENT.= ORIENTATI
<br />CTR. =
<br />CENTER
<br />PLCS.
<br />= PLACES
<br />CTR'D. =
<br />CENTERED
<br />P.T.
<br />= PRESSUR
<br />DIR. =
<br />DIRECTION
<br />REF.
<br />= REFEREN
<br />DWG. =
<br />DRAWING
<br />REINF.
<br />= REINFORC
<br />DWGS. =
<br />DRAWINGS
<br />REQ'D.
<br />= REQUIRED
<br />DWG's =
<br />DRAWINGS
<br />SIM.
<br />= SIMILAR
<br />DWL. =
<br />DOWEL
<br />SL.
<br />= SLOPED
<br />DWL's =
<br />DOWELS
<br />SPA.
<br />= SPACED
<br />EA. =
<br />EACH
<br />SPECS. = SPECIFIC
<br />EL =
<br />ELEVATION
<br />STD.
<br />= STANDAR
<br />E.O. =
<br />EDGE OF
<br />STL.
<br />= STEEL
<br />EQ. =
<br />EQUAL
<br />T&B
<br />= TOP & B
<br />EQUIP. =
<br />EQUIPMENT
<br />T/D
<br />= TURN DO
<br />EXIST. =
<br />EXISTING
<br />THK.
<br />= THICK
<br />EXP. =
<br />EXPANSION
<br />THK'D
<br />= THICKENE
<br />EXTR. =
<br />EXTERIOR
<br />T.O.
<br />= TOP OF
<br />FDN. =
<br />FOUNDATION
<br />TYP.
<br />= TYPICAL
<br />FRMG. =
<br />FRAMING
<br />U.N.O.
<br />= UNLESS
<br />F.S. =
<br />FAR SIDE
<br />VERT.
<br />= VERTICAL
<br />FT. =
<br />FEET
<br />W.P.
<br />= WORK PO
<br />FTG. =
<br />FOOTING
<br />W.W.F.
<br />= WELDED
<br />H.P. =
<br />HIGH POINT
<br />I/F =
<br />INSIDE FACE
<br />INFO. =
<br />INFORMATION
<br />INTR. =
<br />INTERIOR
<br />77'1 CITY OF ZEPHYRHILLS
<br />LIVE LOAD:
<br />300
<br />PSF
<br />ROOF:
<br />20
<br />PSF
<br />SNOW:
<br />NA,
<br />IMPORTANCE FACTOR
<br />(Is): NA
<br />SEISMIC:
<br />NA,
<br />IMPORTANCE FACTOR
<br />(le): NA
<br />WIND: ZONE:
<br />120
<br />mi/hr, EXPOSURE C,
<br />CATEGORY III, IMPORTANCE FACTOR (Iw): 1.15
<br />T
<br />TU RER
<br />NG.
<br />E
<br />SCALE
<br />ER
<br />FACE
<br />G
<br />OUT
<br />E TREATED
<br />CE
<br />ING
<br />ATIONS
<br />D
<br />OTTOM
<br />WN
<br />h'
<br />NOTED OTHERWISE
<br />WIRE FABRIC
<br />FLORIDA BUILDING CODE (FBC) 2007 & ASCE 7-05 WIND DESIGN:
<br />CALCULATED
<br />WIND BASE
<br />SHEARS:
<br />Vx = 8
<br />k Vy = 8 k
<br />COMPONENTS
<br />& CLADDING
<br />WIND
<br />PRESSURES:
<br />ROOF:
<br />ZONE
<br />1 =
<br />18.03
<br />PSF
<br />&
<br />-28.68
<br />PSF
<br />ZONE
<br />2
<br />= 18.03
<br />PSF
<br />&
<br />-49.97
<br />PSF
<br />ZONE
<br />3
<br />= 18.03
<br />PSF
<br />&
<br />-73.81
<br />PSF
<br />WALLS:
<br />ZONE
<br />4
<br />= 31.34
<br />PSF
<br />&
<br />-34.00
<br />PSF
<br />ZONE
<br />5
<br />= 31.34
<br />PSF
<br />&
<br />-41.99
<br />PSF
<br />DESIGN CRITERIA:
<br />CONCRETE 28 DAY COMPRESSIVE STRENGTH:
<br />SLAB -ON -GRADE:
<br />EQUIPMENT PADS:
<br />WALLS OF LIQUID CONTAINMENT STUCTURES (LCS):
<br />SLABS OF LCS:
<br />FOOTINGS:
<br />BELOW GRADE & RETAINING WALLS:
<br />SIDEWALK:
<br />REINFORCING STEEL:
<br />WELDED WIRE FABRIC:
<br />STRUCTURAL STEEL:
<br />ALUMINUM:
<br />BOLTS SHALL BE 3/4"0 ASTM A325 OR
<br />TYPE 316 S.S.:
<br />ANCHOR BOLTS SHALL BE 3/4"0 ASTM F-1554 OR
<br />ASTM A-36 (STEEL); TYPE 316 S.S. (ALUMINUM):
<br />STEEL ELECTRODES SHALL CONFORM TO:
<br />ALUMINUM WELD FILLERS ALLOYS SHALL
<br />CONFORM TO:
<br />SOIL BEARING CAPACITY:
<br />LEGEND:
<br />ENLARGED PLAN AREA,
<br />DETAIL
<br />CONC. MASONRY BLOCK
<br />BRICK VENEER
<br />CONC. WALL, PAD, ETC.
<br />GROUT
<br />GRATING
<br />DETAIL OR SECTION
<br />NUMBER/SHOWN ON SHEET
<br />PROJECT NORTH
<br />ELEVATION DATUM
<br />NORTH
<br />_
<br />STEP IN FOOTING ELEVATION =
<br />ELEVATION NUMBER/SHOWN
<br />ON SHEET
<br />f'c =
<br />4,000 psi
<br />f'c =
<br />3,000 psi
<br />f'c =
<br />NA psi
<br />f'c =
<br />NA psi
<br />f'c =
<br />4,000 psi
<br />f'c =
<br />NA psi
<br />f'c =
<br />3,000 psi
<br />ASTM
<br />A615, GRADE 60
<br />ASTM
<br />A185
<br />REF.
<br />STRUCTURAL
<br />NOTE 8.1
<br />REF.
<br />STRUCTURAL
<br />NOTE 9.2
<br />REF.
<br />STRUCTURAL
<br />NOTES
<br />8.3 & 9.2.d
<br />REF.
<br />STRUCTURAL
<br />NOTE 8.8
<br />AWS 5.5 E70XX
<br />AWS A5.10 (REF. STRUCTURAL NOTE 9.5)
<br />REF. STRUCTURAL NOTE 3.1
<br />ELEVATIONS X'-X" (Y.YY') = X'-X" = DISTANCE TO/FROM FACILITY REFERENCE EL 0'-0"
<br />Y.YY' = EQUIVALENT SITE EL VERTICAL DATUM
<br />PRODUCTION WELLS
<br />No. 11 AND No. 12
<br />WELL SITE IMPROVEMENTS
<br />STRUCTURAL GENERAL NOTES, DESIGN
<br />LOADS, DESIGN CRITERIA AND LEGEND
<br />DATE:
<br />JANUARY 2012
<br />MCE PROJ. #
<br />4584-0003
<br />DRAWN
<br />WFB
<br />DESIGNED
<br />WFB
<br />CHECKED
<br />JSL
<br />PROJ. MGR.
<br />MSL
<br />�YffAJIM
<br />HORIZONTAL:
<br />NA
<br />VERTICAL:
<br />NA
<br />NG NUMBER
<br />STATUS: REVISION
<br />ISSUE FOR BID
<br />
|