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GENERAL NOTES
<br />THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT JOeSI,7E PRIOR TO
<br />STARTING ANY WORK AND NOTIFY ENGINEER/ARCHITECT IN WRITING IMMEDIATELY FOR ANY
<br />DISCREPANCIES OR THE BUILDER SHALL ACCEPT FULL RESPONSIBILITY FOR ANY ERRORS OR
<br />OMISSIONS.
<br />00 NOT 'SCALE THE DRAWINGS,
<br />THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE MEANS AND METHODS OF
<br />CONSTRUCTION AND TO PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE AND THE
<br />P�OPLE AT WORK OR OTHERS DURING THE� CONSTRUCTION,
<br />THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE TO SUPERVISE AND COORDINATE ALL THE WORK
<br />OF ALL TRADES
<br />THE GENERAL CONTRACTOR SHALL VERIFY THE LOCATION OF CHASES, OPENINGS, INSERTS, SLEEVES,
<br />PADS, DEPRESSIONS, FINISHES AND WALL OPENING S,
<br />DO NOT LOAD THE SLAB -ON -GRADE OR SUPPORTED SLAB WITH ERECTION CRANES (DR ANY ERECTION
<br />ECUIP:MENT. THE SLABS HAVE NOT DESIGNED FOR CRANE LOADS AND WILL REOUIRE AN INCREASE IN
<br />THICKNESS AND/OR REINFORCEMENT, OBTAIN ARCH,/ENG, APPROVAL ON PROPOSED CRANE SUPPORT
<br />PLAN BEFORE COMMENCING WORK,
<br />00 NOT STORE OR STACK CONSTRUCTION MATERIALS ON POURED OR ERECTED FLOORS/ROOFS IN
<br />EXCESS OF 750/c OF LIVE LOAD. GENERAL CONTRACTOR WILL ENSURE THAT ALL SUB -CONTRACTORS
<br />ARE INFORMED OF LOADING RESTRICTIONS, AVOID IMPACT WHEN PLACING MATERIALS ON POURED OR
<br />ERECTED FLOORS OR ROOF,
<br />NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED, OR OTHERWISE REDUCED IN STRENGTH
<br />SUBMIT MINIMUM FOUR (4) COPIES OF SHOP DRAWINGS AS REQUIRED, ALLOW ONE WEEK FROM DATE
<br />OF RECEIPT FOP, REVIEW,
<br />ENGINEER ACCEPTS NO RESPONSIBILITY FOR GRADE BEAMS, SLABS, FOOTINGS, AND OTHER
<br />STRUCTURAL ELEMENTS UNTIL REVIEW OF APPROVED TRUSS, CONCRETE PLANK, AND OTHER SHOP
<br />[DRAWINGS SIGNED AND SEALED BY A FLORIDA REGISTERED ENGINEER,
<br />DIMEN$ION��__k COOIjDINATION
<br />DIMENSIONAL INFORMATION, PRICING, ALL DETAILS AND CONSTRUCTION SHALL BE BASED ON THE
<br />ENTIRE SET OF CONTRACT DOCUMENTS, COORDINATE THE REQUIREMENTS OF ALL PROFESSIONALS,
<br />USE INFORMATION FROM APPROVED SHOP DRAWINGS TO SUPPLEMENT CONTRACT DOCUMENTS WHERE
<br />NECESSARY, REPORT ANY DISCREPANCIES TO THE ARCHITECT PRIOR TO PROCEEDING. IF- A CONFLICT
<br />EXISTS, THE MORE STRINGENT GOVERNS,
<br />THE CONTRACTOR MUST USE STRUCTURAL DRAWINGS IN CONJUCTION WITH ARCHITECTURAL, CIVIL,
<br />PLUMBING, MECHANICAL AND ELECTRICAL DRAWINGS TO COORDINATE LOCATION OF DEPRESSED
<br />SLABS, SLOPES, DRAINS, OUTLETS, RECESSES, OPENINGS, PEGLE7S, SOLT SETTINGS, SLEEVES
<br />DIMENSIONS, ETC, (DRAWINGS NOT BE SCALED) DISCREPANCIES BETWEEN INFORMATION PRESENTED
<br />WITHIN PROJECT SPECIFICATIONS AND WITHIN STRUCTURAL NOTES ON PLANS SHALL BE BROUGHT TO
<br />THE ATTENTION OF THE ENGINEER BY THE CONTRACTOR PRIOR TO PRESENTING HIS OR HER SID� IF
<br />SUCH A DISCREPANCY IS DISCOVERED SUBSEQUENT TO SIDDING.'THE CONTRACTOR SHALL BE
<br />RESPONSIBLE FOR IMPLEMENTING THE OPTION SUBSEQUENTLY SELECTED BY THE ENGINEER AT NO
<br />ADDITIONAL COST, CONTRACTORS SHALL BE RESPONSIBLE FOR FINAL VERIFICATION OF ALL
<br />DIMENSIONS, ELEVATIONS, CLEARANCES, ETC, OF THE FRAMING SHOWN ON THE STRUCTURAL
<br />DRAWINGS AGAINST INFORMATION PROVIDE[) BY MANUFACTURERS OF- SELECTED MECHANICAL
<br />EQUIPMENT PRIOR TO PRECEDING WITH ANY RELATED PORTION OF WORK, ITEMS REQUIRING SUOH
<br />REVIEW SHALL INCLUDE ELEVATORS iELEVATOR PITS, BEAMS ABOVE ELEVATOR DOORS, ETC.)
<br />ESCALATORS, DUCTS, COOLING TOWERS, ETC, CONTRACTOR SHALL BE SOLELY RESPONSIBLE. FOR
<br />ANY REMEDIAL WORK AND FOR ITS IMPACT ON THE WORK SCHEDULE RESULTING FROM FAILURE TO
<br />PROVIDE EARLY NOTIFICATION OF SUCH CONFLICTS TO THE DESIGN TEAM. POTENTIAL CONFILICTS,
<br />ERRORS OR OMISSIONS PRESENT WITHIN THE DRAWING'S (WHETHER WITHIN STRUCTURAL DRAWINGS
<br />OR BETWEEN STRUCTURAL, ARCHITECTURAL AND M.E,P. DRAWINGS) SHALL BE IDENTIFIED BY THE
<br />CONTRACTOR DURING HIS/HER EARLY REVIEW 012 THE PROJECT DOCUMENTS, SUCH CONFLICTS,
<br />ERRORS OR OMISSIONS SHALL BE COMMUNICATED TO THE ARCHITECT IN WRITING PRIOR TO
<br />COMMENCEMENT OF WORK, IN THE EVENT OF FAILURE TO PROVIDE SUCH A NOTICE AND SUFFICIENT
<br />TIME FOR A RESPONSE, THE CONTRACTOR $HALL BECAME RESPONSIBLE FOR COST OF ALL WORK
<br />OR REMEDIAL WORK RESULTING FROM SUCH CONFLICTS, ERRORS OR OMISSION, AS WELL As FOR ITS
<br />IMPACT ON THE PROJECT SCHEDULE, (CONTRACTOR AGREES THAT HE WILL HOLD OWNER,
<br />ARCHITECT, ENGINEER AND/OR ANY OF THEIR EMPLOYEES OR AGENTS, HARMI-ESS FROM ANY AND
<br />ALL DAMAGE AND CLAIMS WHICH MAY ARISE BY A REASON OF ANY NEGLIGENCE ON THE PART OF
<br />THE CONTRACTOR, OR ANY OF HIS SUBCONTRACTORS, (DR ANY MATERIAL AND EGUIPMENT SUPPLIES,
<br />AND/OR ANY OF THEIR EMPLOYEES OR AGENTS, IN THE PERFORMANCE OF THIS CONTRACT� IN CASE
<br />ANY ACTION IS BROUGHT AGAINST THE OWNER, OR ARCHITECT OR ENGINEER OR ANY OF THEIR
<br />EMPLOYEES OR AGENTS, CONTRACTOR SHALL ASSUME FULL RESPONSIBILITY FOR DEFENSE THEREOF,
<br />TO THE FULL SATISFACTION OF LATTER PARTY,
<br />WHERE CRITICAL DIMENSIONS CANNOT BE DETERMINED FROM THE PLANS, OR WHERE NEW WORK
<br />ADJOINS EXISTING CONSTRUCTION, OR WHERE ONE MATERIAL ADJOIN$ A PREVIOUSLY PLACED
<br />MATERIAL WITH A MORE RESTRICTIVE TOLERANCE THAN IN -PLACE MATERIAL, CONTRACTOR $HALL
<br />TAKE FIELD MEASUREMENTS AS REQUIRED TO COMPLETE SHOP DRAWINGS AND INSTALLATION,
<br />REPORT ANY DISCREPANCIES EXCEEDING 3% BETWEEN FIELD MEASUREMENT DIMENSIONS AND SCALED
<br />DRAWING DIMENSIONS 'TO ARCHITE07 BEFORE PROCEEDING WITH WORK, DO NOT SCALE DRAWINGS�
<br />USE DIM��NSIONS
<br />WHERE A LINE, OF STRUCTURE, OPENING LOCATION, 09 DIMENSION IS CRITICAL AND BASED ON
<br />REQUIREMENTS OF ANOTHER TRADE OR SUBCONTRACTOR, THAT SUBCONTRACTOR SHALL SUBMIT A
<br />SHOP DRAWING WITH THE REQUIRED DIMENSIONAL INFORMATION UPON WHICI-I THE CONTRACTOR
<br />$IHALL BASE THE LAYOUT AND CONSTRUCTION, THIS PROCEDURE Is MANDATORY FOR CURTAIN WALL
<br />SYSTEMS, ARCHITECTURAL PRECAST SYSTEMS. AND ALL MECHANICAL AND ELECTRICAL OPENINGS.
<br />THE ENGINEER WILL CLOUD OR OTHERWISE INDICATE REVISIONS TO THESE DOCUMENTS ONLY AFTER
<br />THEY HAVE BEEN ISSUED FOR CONSTRUCTION OR FINAL PRICING, CHANGES PRIOR TO THAT DATE
<br />WILL NOT BE CLOUDED, CHANGES ANID/OR REVISIONS AFTER THE CONSTRUCTION OR FINAL PRICING
<br />ISSUE WILL BE CLOUDED IN AN ATTEMPT TO BRING TO THE CONTRACTOR'S ATTENTION ANY MAJOR
<br />ITEMS� HOWEVER, IT SHALL BE SOLELY THE CONTRACTOR'S RESPONSIBILITY TO COORDINATE THE
<br />PRICING AND CONSTRUCTION OF ALL REQUIREMENTS OF THESE DOCUMENTS, INCLUDING REVISIONS
<br />(FLAGGED OR UN -FLAGGED) WITH ALL OF HIS SUPPLIERS AND SUBCONTRACTOR& REVISION$ ARE
<br />IDENTIFIED BY A REVISION NUMBER WITHIN A TRIANGLE, ALL REVISIONS ISSUED ON A SINGLE DATE
<br />WILL BE IDENTIFIED BY 'THE SAME NUMBER,
<br />CONSTRUCTION TO COMPLY WITH REQUIREMENTS OF THE GOVERNING, BUILDING CODE, AND ALL
<br />OTHER APPLICABLE FEDERAL, STATE, AND LOCAL CODES, STANDARDS, REGULATIONS AND LAWS,
<br />DETAILS LABELED AS "TYPICAL DETAILS" ON DRAWINGS AND DETAIL SHEETS, APPLY TO ALL
<br />SITUATIONS THAT ARE SWILAR OR SAME AS THOSE SPECIFICALLY DETAILED, SUCH DETAILS APPLY
<br />WHETHER OR NOT THEY ARE KEYED AT EACH LOCATION ON PLAN DRAWINGS, QUESTIONS REGARDING
<br />APPLICASILITY OF DETAILS SHALL BE RESOLVED BY THE ARCHITECT OR ENGINEER,
<br />CONSTRUCTION DOCUMENTS MUST GET APPROVAL FROM PERMITTING AGENCIES, THUS IT IS
<br />UNDERSTOOD THIS SET OF STRUCTURAL DRAWINGS IS NOT ON FINAL FORM UNTIL IT SEARS THE
<br />BUILDING DEPARTMENT PLANS REVIEW PROCESS STAMP AND SIGNATURE OF APPROVAL.
<br />S OP DRAWING—SA—
<br />S—T RU _CT U R &L—S- 0 Ml TMA Ll
<br />SUBMIT TO THE ENGINEER FOUR ORIGINALS ONLY AFTER THEY HAVE- BEEN REVIEWED BY THE
<br />CONTRACTOR, IF ADDITIONAL COPIES OF ANY MATERIAL ARE REQUIRED, PLEASE PROVIDE SUCH.
<br />HOWEVER ONLY THREE COPIES WILL BE MARKED BY THE ENGNEER,
<br />UNDER NO CIRCUMSTANCES WILL THE USE OF STRUCTURAL DRAWINGS PREPARED BY THIS OFFICE BE
<br />PERMITTED FOR SHOP DRAWING OR BACKGROUND USE, THIS INCLUDES BOTH PHOTOGRAPHIC AND
<br />ELECTRONIC REPpOoUCTiON, SHOP DRAWING$ SHALL BE PREPARED ENTIRELY BY THE VENDOR OR
<br />SUBCONTRACTOR GENERATING SUCH SUBMITTAL,
<br />THE USE OF ANY DRAWING PREPARED BY THIS OFFICE AS BACKGROUND INDICATES ACCEPTANCE OF
<br />TERMS AND CONDITIONS BY OUR OFFICE FOR THEIR USE AND STIPULATED COMPENSATION MUST BE
<br />DELIVERED TO OUR OFFICE PRIOR TO SUBMITTAL OF SHOP DRAWINGS, OTHERWISE, SHOP DRAWINGS
<br />WILL BE RETURNED NON REVIEWED,
<br />REVIEW OF SHOP DRAWINGS IS NOT CONDUCTED FOR DETERMINING 'THE ACCURACY AND
<br />COMPLETENESS OF DETAILS OR FOR SUBST ANTI ATING FABRICATION INSTAI-LATION INSTRUCTION OR
<br />PERFORMANCE OF EQUIPMENT OF SYSTEM, ALL OF WHICH $HALL REMAIN THE SOLE RESPONSIBIL17Y
<br />OF THE CONTRACTOR,
<br />REVIEW OF SHOP DRAWINGS DOES NOT CONSTITUTE APPROVAL OF SAFETY PRECAUTIONS,
<br />CONSTRUC71ON MEANS, METHODS, SEQUENCES OR PROCEDURES, NOR DOES IT INDICATES Al:)PROVAL
<br />OP ASSEMBLY OF WHICH THE ITEM IS A COMPONENT, COORDINATION OP ALL TRAcES SHALL REMAIN
<br />THE SOLE RESPONSIBILITY OF THE CONTRACTOR, CONTRACTOR MUST REVIEW ALL QUANTITIES AND
<br />DIMPINSIONS,
<br />ALLOW ADEQUATE TIME FOR TRANSIT, AND PROCESSING BEFORE FABRICATION OUR OFFICE WILL
<br />REVIEW AN AVERAGE SUBMITTAL WITHIN 15 C ALENDAR DAYS OF RECEIPT DRAWINGS RECEIVED AFTER
<br />3:00 PM WILL BE STAMPED AS RECEIVED THE FOLLOWING DAY, REVIEW OF SHOP DRAWINGS IS
<br />LIMITED TO TWO REVIEWS PER SUBMITTAL WITHIN THE SCOPE OF BASIC SERVICES, THAT IS ONE
<br />INITIAL REVIEW AND ONE ADDITIONAL REVIEW ONCE MARKED ITEMS HAVE BEEN CORRECTED, REVIEW
<br />OF ADDITIONAL SUBMITTALS WILL BE CONSIDERED ADDITIONAL SERVICES, FOR WHICH THE
<br />CONTRACTOR MAY BE HELD RESPONSIBLE, THOSE ADDITIONAL SERVICES FEES WILL BE IN
<br />ACCORDANCE WITH THE TERMS OF THE AGREEMENT FOR THIS PROJECT, OUR OFFICE WILL MARK
<br />ONLY THREE SETS OF DRAWINGS REGARDLEE3S OF HOW MANY COPIES HAD BEEN SUBMITTED, ONI-Y
<br />AFTER DRAWINGS BEAR EVIDENCE OF BEEN REVIEWED AND APPROVED BY THE CONTRACTOR. SHOP
<br />DRAWINGS SUBMITTED 'TO OUR OFFICE WITHOUT CONTRACTORS APPROVAI, WILL BE RETURNED UN
<br />REVIEWED.
<br />SPECIALTY OR DELEGATED ENGINEERING SHOP DRAWING& BY DEFINITION A DELEGATED ENGINEER IS
<br />A FLORIDA REGISTERED PROFESSIONAL ENGINEER, NOT THE ENGINEER OF RECORD, WHO SPECIALIZED
<br />IN AND WHO UNDERTAKES 'THE DESIGN OF STRUCTURAL COMPONENTS OR STRUCTURAL SYSTEMS
<br />INCLUDED IN A SPECIFIC SUBMITTAL PREPARED POR THIS PROJECT,
<br />THE DELEGATED OR SPECIALTY ENGINEER SHALL BE AN EMPLOYEE OR OFFICER OF A FABRICATQR,
<br />AN EMPLOYEE OR OFFICER OF AN ENTITY SUPPLYING COMPONENTS TO A FABRICATOR, OR AN
<br />INDEPENDENT CONSULTANT RETAINED BY THE FABRICATOR OR HIS SUPPLIER,
<br />SUBMITTAL AND RE -SUBMITTAL FOR CUSTOM DESIGNED, MANUFACTURED OR FABRICATED
<br />LOAD -CARRYING MEMBERS, COMPONENTS OR ITEMS, SUBJECT TO FORCES OR STRESSES AND THEIR
<br />CONNECTION OR ANCHORAGE REQUIRE A DELEGATED OR SPECIALTY ENGINEER,
<br />THE FOLLOWING SYSTEMS AND COMPONENTS REQUIRE FABRICATION, AND ERECTION DRAWINGS
<br />ALONG WITH SIGNED AND SEALED CALCULATIONS BY A DELEGATED ENGINEER:
<br />- ALUMINIUM OR LIGHT GAGE STEEL, EXTERIOR WALL SYSTEMS,
<br />-GLAZING AND STORE FRONT SYSTEMS, INCLUDING MULLIONS AND CONNECTIONS
<br />-POST-TENSIONED CONCRETE MEMBERS
<br />-PREFABRICATED WOOD TRUSSES
<br />-PRECAST CONCRE�,TE COMPONENTS: WALLS, COLUMNS, JOISTS
<br />-CONCRETE TILT -UP WALLS AND COMPONENTS
<br />-SHORING AND RE-SHCRING DRAWINGS
<br />ALL. SUBMITTALS SHALL CLEARLY IDENTIFY THE SPECIFIC PROJECT AND APPLICABLE CODES, AS WELL
<br />AS THE DESIGN CRITERIA WHICH SHOULD NOT BE IN CONFLICT WITH THOSE SPECIFIED ON THE
<br />CONTRACT DOCUMENTS, THE APPLICABLE B,UILDING CODE NOR THE SPECIFICATIONS,
<br />IN CASE OF CONFLICT REQUEST FOR CLARIFICATION MUST BE SUBMITTED IN WRITING TO A/E, OR
<br />THE MOST STRINGENT CRITERIA MUST BE USED, SUBMITTAL MOST SHOW ALL DETAILS, PLANS AND
<br />NECESSARY INFORMATION FOR THE PROPER FABRICATION AND INSTALLATION OF SYSTEM OR
<br />COMPONENTS, CALCULATIONS AND DRAWINGS MUST CLEARLY IDENTIFY SPECIFIC PRODUCTS UTILIZED
<br />SINCE GENERIC PRODUCTS WILL NOT BE ACCEPTED,
<br />ALL SHOP DRAWINGS AND CALCULATIONS MUST BEAR THE IMPRESSED SEAL, DATE AND SIGNATURE
<br />OF THE DELEGATED OR SPECIALTY ENGINEER, IN CASE THAT COMPUTER PRINT-OUTS ARE SUBMITTED
<br />THOSE MUST BE ACCOMPANIED WITH DESCRIPTIVE INFORMATION AS OF THE INPUT AND OUTPUT FOR
<br />THEIR PROPER EVALUATION, SUCH DESCRIPTION OF COMPUTER PRINT-OUTS MUST BE SIGNED AND
<br />SEALED AS WELL WITH A NOTE INDICATING FULL ACCEPTANCE AND LIABIL17Y OVER THE RESULTS OF
<br />SAID COMPUTER PROGRAM, REVIEW BY OUR OPPICE OR OF SUBMITTAL S IS LIMITED TO VERIFYING
<br />THAT THE SPECIFIC STRUCTURAL. SUBMITTAL HAVE BEEN FURNISHED; THAT THE STRUCTURAL
<br />SUBMITTAL HAVE BEEN SIGNED AND SEALED BY THE DELEGATED ENGINEER; THAT THE SPECIFIED
<br />CRITERIA$, AND DESIGN INTENT HAVE BEEN FOLLOWED AND UNDERSTOOD BY THE DELEGATED
<br />ENGINEER� AND THAT THE CONFIGURATION SET FORTH IN THE STRUCTURAL SUBMITTAL IS
<br />CONSISTENT WITH THE CONTRACT DOCUMENTS,
<br />NO DETAIL CHECK OF DIMENSIONS OR QUANTITIES WILL BE MADE SINCE THIS TO BE PERFORMED BY
<br />THE GENERAL CONTRACTOR,
<br />SUBMITTALS NOT MEETING THE ABOVE CRITERIA WILL BE RETURNED NON REVIEWED,
<br />CON9FLET-9
<br />A CERTIFIED TESTING AGENCY $HALL PERFORM INDUSTRY -STANDARD TESTING INCLUDING SLUMP
<br />TESTS AND CYLINDER BREAKS TO ENSURE CONFORMANCE WITH PLANS AND spFcIFICATIONS, SUBMIT
<br />REPORTS TO ARCHITECT AND E.NGINEER,
<br />REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO A.S,T.M, A615 GRADE 60 �Py z 60
<br />KSI) AND CONCRETE STRENGTH $HALL BE 3000 PSI AT 28 DAYS.
<br />WELDED FIRE FABRIC SHALL BE W/6x6 W2.OxW2,0 WWF CONFORMING WITH A,S,I-,M. Ai86.
<br />TIE WIRES SHALL CONFORM WITH A,S.TM, A82
<br />REINFORCING INSTALLATION SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF THE RECENT Aci
<br />CODE�
<br />REBARS IN BEAMS, COLUMNS AND SLABS SHALL BE FULLY SECURED PRIOR TO FINAL POUR,
<br />REINPORCING STEEL SHALL BE CLEAN AND FREE FROM FOREIGN DEBRIS, NONMETALLIC COATINGS, THE
<br />REINPORCEMENT STEEL SHALL ALSO BE FREE FROM RESIDUES SUCH AS OIL, MUD, DIRT, SCALE ANY
<br />PITTING AND NICKS THAT IS MORE THAN 2% OF THE TOTAL CROSS SECTIONAL AREA OF ANY RESAR.
<br />REINFORCING STIFEL SHALL HAVE THE FOLLOWING
<br />MINIMUM CCVER�
<br />ANY CONCRETE POUR AGAINST EARTH 3"
<br />ANY FOOTINGS TOP, L907TOM AND SIDES 3
<br />SEAMS PRIMARY REINFORCEMENT AND STIRRUPS 1,5"
<br />COLUMNS PRIMARY REINP., TIES AND SPIRALS 1.5.1
<br />SLAB ON GRADE BOTTOM COVER 2"
<br />SLABS 1. 5 "
<br />VERTICAL BARS IN CONCRETE COLUMNS MUST BE CONTINUOUS, REBARS SHALL BE LAPPED
<br />EQUIVALENT TO 48 DIA, OF LARGER SIZE LAPPING BARS OR MIN, 30" OR OTHERWISE AS NOTED.
<br />LAPPING BARS MUST BE SECURED WITH MINIMUM WITH 3 TWIST TIES.
<br />VERTICAL COLUMN REINFORCEMENT MUST LAP WITH HORIZONTAL REBARS IN BEAMS A LENGHT
<br />EQUIVALENT 15 BAR DIA. OF LARGER SIZE LAPPING BARS OR MIN. 12" OR OTHERWISE AS NOTED,
<br />LAPPING BAR$ MUST BE SECURED WITH MIN, (21 TWIST TIES,
<br />VERTICAL COLUMN REINFORCEMENT MUST LAP WITH HORIZONTAL REBARS IN FOOTER AND SLAB A
<br />LENGTH EQUIVALENT 16 BAR Dik OF LARGER SIZE LAPPING BARS OR MIN. 12" OR OTHERWISE As
<br />NOTED, LAPPING BARS MUST BE SECURED WITH MIN. (2) TWIST TIES,
<br />CORNERS BAR$ IN CONCRETE BEAMS MUST LAP WITH MAIN BARS IN BEAMS A LENGTH EQUIVALENT
<br />TO 42 BAR DIA. OF LARGER SIZE LAPPING BARS OR MIN. 36" OR OTHERWISE AS NOTED, LAPPING
<br />BARS MUST BE SECURED WITH MIN. (4) TWIST TIES,
<br />CORNERS BARS IN CONCRETE FOOTERS MUST LAP WITH ALL MAIN F007ER REBARS A LENGTH
<br />EQUIVALENT TO 42 BAR DIA, OF LARGER SIZE LAPPING BARS OR MIN, 36" OR OTHERWISE AS NOTED,
<br />LAPPING BARS MUST BE SECURED WITH MIN� (4) TWIST TIES,
<br />CONTRACTOR IS RESPONSIBLE FOR THE ADEQUACY OF FORMS AND SHORING AND FOR SAFE
<br />PRACTICE IN THEIR USE AND REMOVAL. CONTRACTOR TO MAINTAIN FLOORS 100% SHORED.
<br />CONTRACTOR SHALL ERECT FORM WORK IN STRICT COMPLIANCE WITH ACI 347, PROVIDE CHAMPERS
<br />AT ALL CORNERS IN CONCRETE MEMBERS EXPOSED TO VIEW, FORM WORK TO REMAIN IN PLACE
<br />UNTIL CONCRETE HAS ATTAINED ENOUGH STRENGTH 70 SUPPORT ALL DEAD LOADS PLUS A MINIMUM
<br />OF 50 P.S,F, OF ADDITIONAL CONSTRUCTION LOAD,
<br />Fp_uNDAT ON N9TE_$
<br />CONTRACTOR TO VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION,
<br />DO NOT SCALE THE DRAWINGS, GO BY 0IMENSIONS ONLY,
<br />A CERTIFIED TESTING AQENCY $HALL PERFORM INDUSTRY -STANDARD SOIL DEN11.51TY TESTS To
<br />ENSURE CON50RMANCE WITH GEOTECHNICAL SOIL REPORT, SUBMIT REPORTS 'TO ARCHITECT AND
<br />ENGINEER,
<br />THERE $HALL BE A 12 HOUR TIME DELAY FOR IMPOSING A LOAD ON A SLAB AFTER CONCRETE
<br />PLACEMENT
<br />FOUNDATION DESIGN IS BASED ON 2500 PSF NET ALLOWABLE SOIL BEARING CAPACITY�
<br />ALL REINFORCING STEEL SHALL BE GRADE 60, AND CONCRETE STRENGTH SHALL BE 3000 PSI AT 28
<br />DAYS,
<br />SPLICES IN REINFORCING BARS SHALL NOT BE LESS THiAN 36 BAR DIAMETERS AND REINFORCING
<br />SHALL BE CONTINUOUS AROUND ALL CORNERS AND CHANGES IN DIRECTION, CONTINUITY SHALL BE
<br />PROVIDED AT CORNERS OR CHANGES IN DIRECTION BY BENDING THE LONGITUDINAL STEEL AROUND
<br />THE CORNER 48 BAR DIAMETERS OR BY ADDING MATCHING REINFORCING STEEL WHICH $HALL EXTEND
<br />48 BAR DIAMETERS FROM EACH CORNER OR CHANGE IN DIRECTION,
<br />COLUMN AND WALL CENTERLINES SHALL COINCIDE WITH FOOTING CENTERLINES UNLESS OTHERWISE
<br />NOTED,
<br />SEE FOUNDATION PLAN FOR TOP ELEVATION OF ALL ISOLATED COLUMN FOOTINGS AND PADS
<br />THE SOIL UNDER ALL FOOTINGS AND GROUND SLABS SHALL BE TREATED WITH AN APPROVED
<br />PRE -CONSTRUCTION TERMITICIDE TREATMENT WITH A CERTIFICATE OF COMPLIANCE ISSUED TO THE
<br />BUILDING DEPARTMENT PER FBC 1816 AND 2326.5,
<br />REINFOR ED UNIT
<br />C f.-MASONRY NOTES
<br />THE REINFORCED UNIT MASONRY DESIGN FOR 'THIS STRUCTURE IS BASED ON RATIONAL ANALYSIS PER
<br />F,B,C, SECTION 2118,
<br />5,6�C, 2122.1 STATES THAT THE PROVISIONS O:F ACI 530-08/ASCE 5-10, BUILDING CODE REQUIREMENTS
<br />FOR MASONRY STRUCTURES, AND THE COMMENTARY ON BUILDING CODE REQUIREMENTS FOR
<br />MASONRY STRUCTURES, ARE HEREBY ADOPTED AS A MINIMUM: HOWEVER, THE REOUIREMENT OF THE
<br />STANDARD SHALL NOT SUPERCEDE THE SPECIFIC REQUIREMENTS OF THIS CHAPTER,
<br />REINFORCED UNIT MASONRY SHALL BE STELL REINFORCED SOLID UNIT MASONRY OR STEEL
<br />REINFORCED GROUTED HOLLOW UNIT MASONRY. THE DESIGN OF BUILDINGS AND STRUCTURES Or:
<br />REINFORCED UNIT MASONRY $HALL BE BY PROFESSIONAL ENGINEER OR REGISTRED ARCHITECH,
<br />MASONRY UNIT $HALL CONFORM TO A,S,T,M. C90-90 AND SHALL HAV�- A MINIMUM PRISM STRENGTH
<br />OF 1500 PSI IN 28 DAYS IN ACCORDANCE WITH A.S,T,M,, E-447�84. UNITS SHALL BE A MINIMUM OF- 48%
<br />SOLID,
<br />USE TYPE "S" MORTER IN ACCORDANCE WITH A,S,T.M, C-270,92, MASONRY UNITS SHALL HAVE 3/8
<br />FULL BEDDING, MCRTER PROTRUDING INTO CELL CAVITIES, THAI' ARE REINFORCED AND GROUTED,
<br />SHALL BE REMOVED, ALLOW MIN. OF 24 HRS FOR MORTER TO CURE BEFORE PLACING GROUT.
<br />GROUT TO BE USED IN FILLED CELLS SHALL BE OF PEA ROCK PUMP MIX WITH A MIN, COMPRESSiVE
<br />STRENGTH OF 3000 PSI IN 28 DAYS IN ACCORDANCE WITH F3,0, 2122.6.5 THE SLUMP SHALL BE 9" (;1)
<br />AND PLACE IN ACCORDANCE WITH P,B,C, 2122.6.,9.3.
<br />GROUTED CELLS WITH REINFORCING SHALL HAVE A MINIMUM IF (1) # 6 VERTICAL AT EACH CORNER,
<br />EACH SIDE OF WALL OPENINGS, AND MAXIMUM OF 4'-0" THEREAFTER,
<br />TIE BEAM AND FILLED CELLS SHALL BE PLACED IN SEPARATE LIFTS AND CONSOLIDATED As REQUIRED
<br />TO COMPLETELY FILL EACH CELL, CLEAN OUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF
<br />ALL PILL�D CELLS FOR INSPECTION,
<br />REINFORCING BARS SHALL BE NEW BILLET STEEL PER A,S,T,M, A615-94, GRADE 60, LAP REINFORCING
<br />AS NOTED ON PLANS,
<br />CONCRETE MASONRY BLOCKS SHALL BE INSTALLED WITH MASONRY JOINT REINF-ORCEMENT AT OTHER
<br />COURSE. REINFORCEMENT SHALL BE CONTINUOUS WITH (2) BLOCK WIDTH LAPSE AT ENDS AND SHALL
<br />BE INSERTED INTO CELLS OR TIE COLUMNS MIN, 4"
<br />THE MINIMUM SIZE OF HORIZONTAL JOINT REINFORCEMENT SHALL BE GAUGE 9 "LADDER" TYPE
<br />0EINFORCEMIENT.
<br />STANDING SEAM ROOFING NOTES:
<br />ALL AREAS WHERE MASTIC TO BE APPLIED SHOULD BE WIPED CLEAN WITH A MILD DETERGANT OR
<br />AN ALL PURPOSE CLEANER BEFORE MASTIC APPLICATION,
<br />ALL EXPOSED FASTENERS SHOULD PENETRATE THE SEALANT FOR THE MOST WEATHER TIGHT
<br />CONNECTION IN ROOF AND WALLS WHERE APPLICABLE
<br />ALL SHEET METAL ROOF PANELS SHALL HAVE STRUCTURAL QUALITY ASTM A-792, WITH A MIN,
<br />COATING THICKNESS AS PIE�R AZ-55 DESIGNATION, AND WITH MIN. Pyz60 ks!
<br />ALL SCREWS TO BE HEX HEAD, SELF DRILLING, NON CORROSIVE
<br />ALL ROOF PANEL SIDELAPS AND ENDLAPS SHALL HAVE A CONTINCUS STRIP OF MASTIC SEALER
<br />STRUCTURAL STEEL NOTE
<br />STELL WORK SHALL CONFORM TO THE A.I.S.C, SPECIFICATIONS FOR THE DESIGN, FABRICATION AND
<br />ERECTION OF STRUCTURAL STEEL BUILDINGS LATEST EDITION.
<br />STEEL TUBING SHALL CONFORM TO kS.T.M. A500 GRADE S.
<br />STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL BE A,S.T,M, GRADE A�572 Py - 50 KSI, ALL OTHER
<br />,SHAPES SHALL BE A.S,T,M, A36, UNLESS NOTED OTHERWISE.
<br />BRACE AND MAINTAIN ALL STEEL IN ALIGNMENT UNTIL OTHER PARTS OF CONSTRUCTION NECESSARY
<br />FOR PERMANENT SUPPORT ARE COMPLETED, CPNTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING
<br />TEMPORARY SHORING AS REQUIRED FOR THE STABILITY OF THE STEEL FRAME UNTIL ALL
<br />STRUCTURAL ELEMENTS HAVE BEEN COMPLETED AND BUILDING IS ENCLOSED,
<br />ALL W9LDINGS SHALL CONFORM TO tHE REQUIREMENTS OF THE STANDARD CODE FOR WELDING IN
<br />BUILDING CONSTRUCTION OF THE AMERICAN WELDING SOCIETY, WELDING ELECTRODES SHALL. BE
<br />E70XX- LOW HYDROGENE FOR SHIELD AND METAL ARC WELDING.
<br />SHOP WELDING AND FIELD WELDS SHALL BE PERFORMED BY CERTIFIED WELDERS ONL,Y,
<br />PRESSURE TREATED WO!QD NOTE,
<br />ALL WOOD IN CONTACT WITH CONCRETE SHALL BE PRESSURE TREATED OR SEPARATED WITH (2)
<br />LAYERS OF 30 LB. BUILDING PAPER. THE USE OFF CCA PRESSURE TREATED LUMBER Is PROHIBITED.
<br />FOR INTERIOR APPLICATIONS (NOT EXPOSED TO WEATHER) PROVIDE SODIUM BORATE (SBX) TREATED
<br />LUMBER, FOR EXTERIOR USE PROVIDE COPPER AZOLE (CA] OR AKALINE COPPER QUATERNARY (ACQ)
<br />LUMBER, FASTENERS AND CONNECTORS ACCEPTABLE FOR USE WITH PRESSURE TREATED LUMBER
<br />SHALL BE HOT DIPPED GALVANIZED, HOT DIPPED GALVANIZED CONNECTORS SHALL MEET ASTM A653,
<br />CLASS G185 STANDARDS, HOT DIPPED GALVANIZED FASTENERS SHALL MEET ASTM A153 STANDARDS,
<br />FASTENER$ USED TOGETHER SHALL BE SAME TYPE (E,G, HOT DIPPED NAILS WITH HOT DIPPED JOIST
<br />HANGERS), TYPE 304 AND 316 STAINLESS STEEL PRODUCTS ARE REQUIRED FOR MAXIMUM
<br />CORROSION RESISTANCE,
<br />MECHANICAL FASTENER NOTES
<br />EXPANSION ANCHORS SHALL BE "POWER STUD" BY RAW[. OR "TRU-BOLT" BY ITW RAMSET/REDHEAD
<br />OR ENGINEER APPROVED EQUAL,
<br />ADHESIVE ANCHORS SHALL BE "POWER"EPOON" BY ITW RAMSET/REDHEAD OR ENGINEER APPROVED
<br />OR EQUAL.
<br />MASONRY SCREWS"TAPCON " BY ITW RAMSET/REDII OR ENGINEER APPROVED OR EQUAL
<br />POWER ACTUATED FASTENERS (PAFI RAMSET/REDHEAD , HILTI
<br />aim"
<br />BOLTS SHALL CON70RM TO ASTIM STANDARD A325,
<br />ALL BOLT HOLES SHALL BE STANDARD SIZE VVITH 1/16 INCH MAXIMUM TOLERANCE.
<br />BOLT'S TO BE HOT DIPPED GALVANIZED OR ZINC COATED,
<br />BOLTS TO HAVE WASHERS ON BOTH ENDS,
<br />WASHERS TO BE HOT DIPPED GALVANIZED OR ZINC COATED.
<br />REINFORCING STEEL:
<br />REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 GRADE 60 (Fy , 60KSII.
<br />WELDED WIRE PABRIC $HALL BE 6"x6"-#1Qx#10 CONPORMING WITH ASTV A185.
<br />TIE -WIRES $HALL CONFORM WITH ASTM A82.
<br />REINFORCING INSTALLATION SHALL BE IN ACCORDANCE WITH THE REQUIREMENTS OF THE RECENT ACI
<br />CODE,
<br />REEARS IN BEAMS, COLUMNS. AND SLABS SHALL BE FULLY SECURED PRIOR To FINAL POUR,
<br />REINFORCING STEEL SHALL BE CLEAN AND FREE FROM FOREIGN DEBRIS, NONMETALLIC COATINGS.
<br />THE REINFORCEMENT STEEL $HALL ALSO BE FREE FROM RESIDUES SUCH AS OIL. MUD, DIRT, SCALE
<br />ANY PITTING AND NICKS THAT IS MORE THAN 2% OF THE TOTAL CROSS -SECTIONAL AREA OF ANY
<br />REBAR,
<br />REINFORCING STEEL. SHALL HAVE THE FOLLOWING MINIMUM COVER:
<br />ANY CONCRETE POURED AGAINST' EARTH 10"
<br />ALL FOOTINGS TOP, BOTTOM AND SIDES 3,0"
<br />BEAMS PRIMARY REINFORCEMENT AND STIRRUPS
<br />TOP AND BOTTOM SIDES 1,15"
<br />SLAF3-ON-GRADE BOTTOM COVER SLABS 2.0"
<br />CQI_UMNS PRIMARY REINFORCEMENT, TIES AND SPIRALS 1,5"
<br />VERTICAL COLUMN REINFORCEMENT MUST LAP WITH HORIZONTAL REBARS IN BEAMS A LENGTH
<br />EQUIVALENT� TO 15 BAR DIAMETER OF LARGER SIZE LAPPING BARS OR MINIMUM 12 INCHES OR
<br />OTHERWISE AS NOTED, LAPPING BAR$ MUST BE SECURED WITH MINIMUM 2 TWIST TIES.
<br />VERTICAL COLUMN REINFORCEMENT MUST LAP WITH HORIZONTAL REBARS IN FOC)TER AND SLAB A
<br />LENGTH EQUIVALENT TO 16 BAR DIAMETER OF LARGER SIZE LAPPING BAR$ OR MINIMUM 12 INCHES OR
<br />OTHERWISE AS NOTED. LAPPING BAR$ MUST BE SECURED BY MINIMUM 2 TWIST TIES.
<br />CORNER BARS IN CONCRETE BEAMS MUST LAP WITH MAIN BARS IN BEAMS A LENGTH EQUIVALENT '70
<br />42 BAR DIAMETER OF LARGER SIZE BARS OR MINIMUM 36 INCHES OR OTHERWISE AS NOTED.
<br />LAPPING BARS MUST BE SECURED WITH MINIMUM 4 TWIST TIES,
<br />CORNER BARS IN CONCRETE POOTERS MUST LAP WITH ALL MAIN FOOTER REBARS A LENGTH
<br />EQUIVALENT TO 42 BAR DIAMETER OF LARGER SIZE BARS OR MINIMUM 36 INCHES OR OTHERWISE AS
<br />NOTED, LAPPING BARS SHALL BE SECURED WITH MINIMUM 4 TWIST TIES,
<br />WELDING:
<br />WELDING WORK SHALL BE COMPLETED IN
<br />ACCORDANCE WITH THE RECENT AWI CODE,
<br />WELDS SHALL BE WITH E70XX ELECTRODES.
<br />WELDING SHALL BE COMPLETED AND CERTIFIED BY A LICENSED AND APPROVED WELDER.
<br />ST9EL 1018-T -NOTES
<br />A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM INDUSTRY STANDARD
<br />INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECIFICATIONS, SUBMIT REPORTS TO
<br />ARCHITECT AND ENGINEER,
<br />ALL DESIGN, FABRICATION AND ERECTION OF S�TEEL JOISTS AND BRIDGING SHALL BE IN STRICT
<br />ACCORDANCE WITH THE CURRENT SPECIFICATIONS OF STEEL JOIST INSTITUDE AND REOOMMFNDED
<br />CODE OF STANDARD PRACTICE,
<br />THE ENDS OF ALL BRIDGING LINES TERMINATING AT WALLS OR BEAMS SHALL BE ANCHORED To
<br />THE WALL OR BEAM.
<br />ALL STEEL JOIST ARE TO BE CAMBERED AS SPECIFIED BY S,Jl
<br />PROVIDE BOTTOM AND/OR TOP CHORD EXTENSIONS AS SHOWN ON DRAWINGS.
<br />UNLESS NOTED OTHERWISE, MIN, JOIST BEARING SHALL BE 2 1/2" FOR K-SERIES JOIST, 4" FOR LH,
<br />DLH AND SLH 16-18, AND 6" POP SLH 19-25 ON A STEEL MEMBER OR EMBEDDED PLATE,
<br />BRIDGING $HALL BE FURNISHED AND INSTALLED TO MEET THE SIZE AND SPACING REQUIREMENTS
<br />OF THE S,J,I, STANDARD SPECIFIATIONS FOR OPEN WEB STEEL JOISTS. ALL BRIDGING AND
<br />BRIDGING ANCHORS SHALL BE COMPLETELY INSTALLED BEFORE CONSTUCTION LOADS ARE PLACE
<br />ON THE JOISTS. ALL JOIST 40'-0" OR LONGER REQUIRE A ROW OF BOLTED BRIDGING TO BE
<br />IMPLACE BEFORE SLAKENING OF HOISTING LINES, OTHER JOISTS REQUIRE SIMILAR BRIDGING
<br />(CONSULT LATES S,J,I, SPECIFICATIONS)
<br />CONTRACTOR TO FURNISH HAR JOIST CERTIr-ICATIONS SIGNED AND SEALED BY AN ENGINEER
<br />REGISTRED IN THE STATE OF FLORIDA,
<br />FOR NET UPLIFTS SEE NET UPLIFT PLAN, PROVIDE UPLIFT BRIDGING.
<br />ALL ITEMS SQSPENDE�D FROM JOIST-S, (1,E,, CAT WALKS, SALCONIE, OPERABLE PARTITIONS, ETC,)
<br />SHALL BE INSTALLED AFTER DEAD LOAD HAS BEEN APPLIED.
<br />ANY STEEL JOIST WITHIN A 4'.0" DISTANCE FROM A PARALLEL SUPPORT SHALL BE FABRICATED IN
<br />SUCH A WAY THAT CAMBER OF THE JOIST NOT CAUSE A PROBLEM INSTALLING 'THE METAL DECK,
<br />TIE BEAM Rg!NF R(-,ING t4gM
<br />TIE COLUMN REINFORCING BAR SPLICES SHALL BE LAPPED 30" MINIMUM,
<br />VERTICAL REINFORCING BARS SHALL BE PLACED IN CONCRETE FILLED CELLS AND SHALL EXTEND
<br />INTO THE FOOTINGS AND INTO THE BEAM, ALL SUCH BARS SHALL BE CONTINUOUS FROM FOOTING
<br />TO TIE BEAM, AND SHALL TERMINATE AT EACH END WITH A STANDARD ACI HOOK,
<br />SPLICES IN TIP BEAM REINFORCING STEEL ON STRAIGHT RUNS SHALL BE PROVIDED
<br />BY LAPPING MINIMUM 30".
<br />SPLICES IN TIE BFAM REINFORCING STEEL AROUND CORNERS SHALL BE PROVIDED
<br />BY BENDING TWO BARS, ONE OUTSIDE TOP AND ONE OUTSIDE BOTTOM AROUND CORNER 30"
<br />MINIMUM, OR BY ADDING TWO 45 BARS, ONE OUTSIDE TOP AND ONE OUTSIDE BOTTOM WHICH
<br />EXTENDS 30" EACH WAY FROM CORNER,
<br />TIE SEAMS $HALL HAVE (4) 0 3 TIES AT 12 INCHES O,C, AT CORNERS AND AT EACH SEND AND
<br />AT 36 INCHES 0,0, ELSEWHERE, PER F.6,C. 212t2.3-2,
<br />LIGHTGAGE M 'TAL-ERAMM
<br />A CERTIFIED TESTING AGENCY $HALL BE ENGAGED TO PERFCRM INDUSTRY STANDARD
<br />INSPECTIONS TO ENSURE CONFORMANCE WITH PLANS AND SPECIFICATIONS. SUBMIT
<br />REPORTS TO ARCHITECT AND ENGINEER OF RECORD.
<br />CONNECT STEEL STUDS AND TRACKS TO A36 STEEL OR CONCRETE WITH (2) POWDER
<br />ACTUATED FASTENERS (PAF) AT EACH STUD AND CONNECT STEEL STUDS AND TRACKS
<br />TO EACH OTHERS WITH (2) 48-'18 SCREWS AT EACH STUD (TYPICAL UNLESS NOTED
<br />OTHERWISE) SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATION AND EXTEENDS OF
<br />STEEL STUD WORK,
<br />NOTE: "POWDER ACTUATED FASTENERS P0:1 REFERS TO OA45 DIA. SHANK DOMED -HEAD,
<br />LOW VELOCITY POWDER ACTUATED FASTENERS AS MANUFACTURED BY POWERS RAWL
<br />OR APPROVED EQUAL WITH MINIMUM CAPACITIES AS POLLOWS�
<br />IN 3000 PSI CONCRETE: 1 X" PENETRATION
<br />186# PULLOUT & 225# SHEAR
<br />IN A30 STEELi A" MATERIAL -
<br />430# PULL�UT & 660# SHEAR
<br />(PIN MUST BE FULLY PENETRATED THE MATERIAL BY
<br />Y4'* MINIMUM)
<br />STELL STUDS SHALL MEET FOLLOWING DESIGN
<br />CRITERIA; GALV 0-20 ASTM A525, MINIMUM
<br />YIELD STRESS SHALL BE 60,000 PSI FOR 129a, 14ga,
<br />16ga AND 33000 PSI FOR 18ga & 20ga
<br />NO STRUCTURAL MEMBER SHALL 85 CUT, NOTOHED, OR OTHERWISE
<br />REDUCED IN STRENGTH BEYOND THE SCOPE OF THIS PLAN WITHOUT
<br />CONSUL-TING ENGINEER OF RECORD,
<br />REPORT ANY 1316CREPENCIE3 TO ENGINEER IMM901ATELY
<br />CENTER OF NEW STEEL COLUMN - CENTER OF NEW PAD FOOTING
<br />ECCENTRICITY 18 NOT ALLOWED U.O.N.
<br />ALL FIELD CONDITIONS SIHALL BE VERIFIED BY THE CONTRACTOR
<br />PRIOR TO COMMENCING THE CONSTRUCTION
<br />ADEOUATE VERTICAL AND HORIZONTAL SHORING $HALL BE
<br />PROVIDED TO SAFELY SUPPORT ALL LOADS DURING
<br />INSTALLATION
<br />Dg-SIGN CRITERIA
<br />ALL WORK $HALL COMPLY WITH THE FLORIDA BUILDING CODE 2010
<br />EDITION ALONG WITH ALL APPLICABLE STATE AND LOCAL CODES,
<br />ORDINANCES AND REGULATIONS
<br />APPLICABLE BUILDING & DESIGN CODES:
<br />1) FLORIDA BUILDING CODE 201Q EDITION
<br />2) ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL
<br />CONCRETE, THEE LATEST EDITION
<br />3) CRSI MANUAL OF STANDARD PRACTICE, THE LATEST EDITION
<br />41 STRUCTURAL WELDED WIRE REINFORCEMENT OF STANDARD
<br />PRACTICE, WIRE REINFORCEMENT INSTITUTE
<br />5) ACI 530/ASCE 5 BUILDING CODE RECUIREMENTS FOR
<br />MASONRY STRUCTURES, THE LATEST EDITION
<br />DESIGN LOADS:
<br />1) WIND DESIGN LOADS;
<br />WIND LOADING SHALL COMPLY TO ASCE 7.10
<br />WIND VELOCITY 14 0 M P H
<br />EXPOSURE CATEGORY C
<br />RISK CATEGORY 11
<br />INTERNAL PRESSURE COEFFICIENT 0,18
<br />Kd - 0,85
<br />MEAN ROOF HEIGHT 20'-0"
<br />NET UPLIFTS SHOWN HEREIN ARE BASED ON (GROSS UPLIFT)
<br />PER ASCE 7.10 ASD DESIGN (O,GW� NO FURTHER REDUCTION
<br />ALLOWED), COMPONENTS & CLADDING ZONES 1, 2 AND 1
<br />ZONE 1 ........... ............... ........ ... I - 28,0 PSF
<br />ZONE 2, � .......... .... .. .............. ....... � - 46�O PSF
<br />ZONE3, _ ............. ......... ...... ...................... - 69,0 PSF
<br />a - END ZONE DISTANCE .......................... - - 8'� C "
<br />a
<br />a -END ZONE DISTANCE
<br />ROOF ZONES
<br />THE PRESSURES PROVIDED IN THE TABLE
<br />ARE INFORMATiON
<br />PURPOSES ONLY, IT IS APPLICABLE ONLY
<br />FOR GENERAL
<br />CONDITIONS AND DOES NOT COVER ANY
<br />SUPPORT BUILDING,
<br />REFER TO BUILDING CODE FOR SPECIFIC
<br />CONDITIONS AND
<br />REFER TO WINDOW/DOOR SCHEDULES FOR OPENING PRESSURES
<br />2) ROOF DESIGN LOADS:
<br />ROOF LIVE LOAD
<br />30 PSF
<br />ROOF DEAD LOAD
<br />30 PSF
<br />ROOF DEAD LOAD FOR UPLIFT DESIGN
<br />0 PSF
<br />SLAB -ON -GRADE LIVE LOAD
<br />100 PSF
<br />TO THE BEST CP ENGINEER'S KNOWLEDGE.
<br />THE STRUCTURAL
<br />PLANS AND SPECIFICATIONS HAVE BEEN
<br />DESIGNED IN ACCORDANCE
<br />WITH THE FLORIDA BUILDING CODE 2010
<br />EDITION
<br />TAYLAN KA'LKAN, P.E.
<br />ENGINEERING PLUS
<br />FL. PZ # 67349 & C.A. # 26538
<br />19528 SEDGEFIELD TERRACE
<br />BOCA RATON, FL 33498
<br />(561) 756 4106 (561) 479 3743 fax
<br />Proj Mgr:
<br />AS
<br />Job Capt:
<br />AB
<br />Drawn by:
<br />AB RON BARR, AIA
<br />Rev'ci by; STATE OF FLORIDA
<br />RB AR 00 16160
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<br />Scale:
<br />Date: Sheet No:
<br />2/5/2013 1
<br />Project. No.: owl
<br />
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