|
A2 > GENERAL NOTES
<br />THE GENERAL CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT JOBSITE 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 />DO NOT SCALE THE DRAWINGS.
<br />THE GENERAL CONTRACTORSHALL BE RESPONSIBLE FOR THE MEANS AND METHODS OF
<br />CONSTRUCTION AND TO PROVIDE ALL MEASURES NECESSARY TO PROTECT THE STRUCTURE AND THE
<br />PEOPLE 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 OPENINGS.
<br />DO NOT LOAD THE SLAB -ON -GRADE OR SUPPORTED SLAB WITH ERECTION CRANES OR ANY ERECTION
<br />EQUIPMENT. THE SLABS HAVE NOT DESIGNED FOR CRANE LOADS AND WILL REQUIRE AN INCREASE IN
<br />THICKNESS AND/OR REINFORCEMENT. OBTAIN ARCH./ENG. APPROVAL ON PROPOSED CRANE SUPPORT
<br />PLAN BEFORE COMMENCING WORK.
<br />DO NOT STORE OR STACK CONSTRUCTION MATERIALS ON POURED OR ERECTED FLOORS/ROOFS IN
<br />EXCESS OF 75% 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 FOR 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 />DIMENSIONS & COORDINATION
<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, REGLETS, BOLT 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 BID. IF
<br />SUCH A DISCREPANCY IS DISCOVERED SUBSEQUENT TO BIDDING, 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 PROVIDED BY MANUFACTURERS OF SELECTED MECHANICAL
<br />EQUIPMENT PRIOR TO PRECEDING WITH ANY RELATED PORTION OF WORK. ITEMS REQUIRING SUCH
<br />REVIEW SHALL INCLUDE ELEVATORS (ELEVATOR 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 CONFLICTS,
<br />ERRORS OR OMISSIONS PRESENT WITHIN THE DRAWINGS (WHETHER WITHIN STRUCTURAL DRAWINGS
<br />OR BETWEEN STRUCTURAL, ARCHITECTURAL AND M.E,P. DRAWINGS) SHALL BE IDENTIFIED BY THE
<br />U PROJECT CONTRACTORRING D HIS/HER EARLY REVIEW OF THE PROJ C 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 SHALL 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 />R AGENTS.
<br />ARCHITECT, ENGINEER AND/OR ANY OF THEIR EMPLOYEES O GEN . HARMLESS FROM ANY AND S
<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, OR ANY MATERIAL AND EQUIPMENT 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 ADJOINS A PREVIOUSLY PLACED
<br />MATERIAL WITH A MORE RESTRICTIVE TOLERANCE THAN IN -PLACE MATERIAL, CONTRACTOR SHALL
<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 ARCHITECT BEFORE PROCEEDING WITH WORK, DO NOT SCALE DRAWINGS:
<br />USE DIMENSIONS. -
<br />WHERE A LINE OF STRUCTURE, OPENING LOCATION, OR 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 WHICH THE CONTRACTOR
<br />SHALL 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 AND/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 SUBCONTRACTORS. REVISIONS 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 SIMILAR 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 />APPLICABILITY 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 BEARS THE
<br />BUILDING DEPARTMENT PLANS REVIEW PROCESS STAMP AND SIGNATURE OF APPROVAL.
<br />SHOP DRAWINGS &
<br />STRUCTURAL SUBMITTALS
<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 ENGINEER.
<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 REPRODUCTION. SHOP DRAWINGS 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 SUBSTANTIATING FABRICATION INSTALLATION INSTRUCTION OR
<br />PERFORMANCE OF EQUIPMENT OF SYSTEM, ALL OF WHICH SHALL REMAIN THE SOLE RESPONSIBILITY
<br />OF THE CONTRACTOR,
<br />REVIEW OF SHOP DRAWINGS DOES NOT CONSTITUTE APPROVAL OF SAFETY PRECAUTIONS,
<br />CONSTRUCTION MEANS, METHODS, SEQUENCES OR PROCEDURES, NOR DOES IT INDICATES APPROVAL
<br />OF ASSEMBLY OF WHICH THE ITEM IS A COMPONENT. COORDINATION OF ALL TRADES SHALL REMAIN
<br />THE SOLE RESPONSIBILITY OF THE CONTRACTOR, CONTRACTOR MUST REVIEW ALL QUANTITIES AND
<br />DIMENSIONS,
<br />ALLOW ADEQUATE TIME FOR TRANSIT, AND PROCESSING BEFORE FABRICATION OUR OFFICE WILL
<br />REVIEW AN AVERAGE SUBMITTAL WITHIN 15 CALENDAR 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 REGARDLESS OF HOW MANY COPIES HAD BEEN SUBMITTED, ONLY
<br />AFTER DRAWINGS BEAR EVIDENCE OF BEEN REVIEWED AND APPROVED BY THE CONTRACTOR. SHOP
<br />DRAWINGS SUBMITTED TO OUR OFFICE WITHOUT CONTRACTORS APPROVAL WILL BE RETURNED UN
<br />REVIEWED.
<br />SPECIALTY OR DELEGATED ENGINEERING SHOP DRAWINGS: 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 FOR THIS PROJECT.
<br />THE DELEGATED OR SPECIALTY ENGINEER SHALL BE AN EMPLOYEE OR OFFICER OF A FABRICATOR,
<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 CONCRETE COMPONENTS: WALLS, COLUMNS, JOISTS
<br />-CONCRETE TILT -UP WALLS AND COMPONENTS
<br />-SHORING AND RE -SHORING 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 BUILDING 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 MUST 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 LIABILITY OVER THE RESULTS OF
<br />SAID COMPUTER PROGRAM, REVIEW BY OUR OFFICE 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 />CRITERIAS, 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 />CONCRETE
<br />A CERTIFIED TESTING AGENCY SHALL PERFORM INDUSTRY -STANDARD TESTING INCLUDING SLUMP
<br />TESTS AND CYLINDER BREAKS TO ENSURE CONFORMANCE WITH PLANS AND SPECIFICATIONS. SUBMIT
<br />REPORTS TO ARCHITECT AND ENGINEER.
<br />REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO A.S.T.M. A615 GRADE 60 (Fy = 60
<br />KSI) AND CONCRETE STRENGTH SHALL BE 3000 PSI AT 28 DAYS.
<br />WELDED FIRE FABRIC SHALL BE W/6x6 W2.0xV12.0 WWF CONFORMING WITH A.S.T.M. A185.
<br />TIE WIRES SHALL CONFORM WITH A.S.T.M. 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 />REINFORCING STEEL SHALL BE CLEAN AND FREE FROM FOREIGN DEBRIS, NONMETALLIC COATINGS. THE
<br />REINFORCEMENT 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 REBAR,
<br />REINFORCING STEEL SHALL HAVE THE FOLLOWING
<br />MINIMUM COVER:
<br />ANY CONCRETE POUR AGAINST EARTH 3"
<br />ANY FOOTINGS TOP, BOTTOM AND SIDES 3"
<br />BEAMS PRIMARY REINFORCEMENT AND STIRRUPS 1.5"
<br />COLUMNS PRIMARY REINF., TIES AND SPIRALS 1.5"
<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 BARS MUST BE SECURED WITH MIN. (2) TWIST TIES.
<br />VERTICAL COLUMN REINFORCEMENT MUST LAP WITH HORIZONTAL REBARS IN FOOTER AND SLAB A
<br />LENGTH EQUIVALENT 15 BAR DIA. 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 BARS 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 FOOTER 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 CHAMFERS
<br />AT ALL CORNERS IN CONCRETE MEMBERS EXPOSED TO VIEW. FORM WORK TO REMAIN IN PLACE
<br />UNTIL CONCRETE HAS ATTAINED ENOUGH STRENGTH TO SUPPORT ALL DEAD LOADS PLUS A MINIMUM
<br />OF 50 P.S.F, OF ADDITIONAL CONSTRUCTION LOAD.
<br />FOUNDATION NOTES
<br />CONTRACTOR TO VERIFY ALL DIMENSIONS PRIOR TO CONSTRUCTION.
<br />DO NOT SCALE THE DRAWINGS. GO BY DIMENSIONS ONLY.
<br />A CERTIFIED TESTING AGENCY SHALL PERFORM INDUSTRY -STANDARD SOIL DENSITY TESTS TO
<br />ENSURE CONFORMANCE WITH GEOTECHNICAL SOIL REPORT. SUBMIT REPORTS TO ARCHITECT AND
<br />ENGINEER.
<br />THERE SHALL 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 THAN 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 SHALL 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 />FOR ELEVATION A A COLUMN FOOTINGS AND PADS
<br />SEE FOUNDATION PLAN O TOP ELEVA ON OF ALL ISOLATED
<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 />REINFORCED UNIT MASONRY NOTES
<br />THE REINFORCED UNIT MASONRY DESIGN FOR THIS STRUCTURE IS BASED ON RATIONAL ANALYSIS PER
<br />F.B.C. SECTION 2118,
<br />F.B.C. 2122.1 STATES THAT THE PROVISIONS OF 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 REQUIREMENT 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 OF
<br />REINFORCED UNIT MASONRY SHALL BE BY PROFESSIONAL ENGINEER OR REGISTRED ARCHITECH.
<br />MASONRY UNIT SHALL CONFORM TO A.S.T.M. C90-90 AND SHALL HAVE 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 3/81"
<br />FULL BEDDING, MORTER PROTRUDING INTO CELL CAVITIES, THAT 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 F.B.C. 2122.6.5 THE SLUMP SHALL BE 9" (A
<br />AND PLACE IN ACCORDANCE WITH F.B.C. 2122,6.5.3.
<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 C-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 FILLED 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 REINFORCEMENT 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 />REINFORCEMENT.
<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 PER AZ-55 DESIGNATION, AND WITH MIN. Fy=50 ksi
<br />ALL SCREWS TO BE HEX HEAD, SELF DRILLING, NON CORROSIVE
<br />ALL ROOF PANEL SIDELAPS AND ENDLAPS SHALL HAVE A CONTINOUS STRIP OF MASTIC SEALER
<br />SEE FOUNDATION PLAN FOR
<br />REINF,
<br />(4) #5 CRANK BARS rd
<br />BOTTOM MATCH/OVERLAP
<br />WALL FOOTING REINF.
<br />36"
<br />SEE FOUNDATION PLAN FOR
<br />WALL FTG. REINF.
<br />• • • • I • • •
<br />— — — — — — — �--
<br />PAD FTG. (SEE PLAN)
<br />ALONG PIPE LENGTH
<br />STRUCTURAL STEEL NOTES
<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 A.S.T.M. A500 GRADE B.
<br />STRUCTURAL STEEL WIDE FLANGE SHAPES SHALL BE A.S.T,M. GRADE A-572 Fy = 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 WELDINGS 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 HYDROGENS FOR SHIELD AND METAL ARC WELDING.
<br />SHOP WELDING AND FIELD WELDS SHALL BE PERFORMED BY CERTIFIED WELDERS ONLY
<br />PRESSURE TREATED WOOD 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 />FASTENERS USED TOGETHER SHALL BE SAME TYPE (E.G. HOT DIPPED NAILS WITH HOT DIPPED JOIST
<br />HANGERSI. 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 RAWL OR "TRU-BOLT" BY ITW RAMSET/REDHEAD
<br />OR ENGINEER APPROVED EQUAL.
<br />ADHESIVE ANCHORS SHALL BE "POWER "EPCON" BY ITW RAMSET/REDHEAD OR ENGINEER APPROVED
<br />OR EQUAL.
<br />MASONRY SCREWS"TAPCON " BY ITW RAMSET/REDHEAD OR ENGINEER APPROVED OR EQUAL
<br />POWER ACTUATED FASTENERS IPAF) RAMSET/REDHEAD , HILTI
<br />r%Al T[%-
<br />BOLTS SHALL CONFORM TO ASTM STANDARD A325.
<br />ALL BOLT HOLES SHALL BE STANDARD SIZE WITH 1/16 INCH MAXIMUM TOLERANCE,
<br />BOLTS TO BE HOT DIPPED GALVANIZED OR ZINC COATED.
<br />11
<br />BOLTS TO HAVE WASHERS ON BOTH ENDS.
<br />WASHERS TO BE HOT DIPPED GALVANIZED OR ZINC COATED,
<br />0
<br />REINFORCING STEEL:
<br />REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A615 GRADE 60 (Fy = 60KS1).
<br />WELDED WIRE FABRIC SHALL BE 6"x6"-#10x#10 CONFORMING WITH ASTM A185,
<br />TIE -WIRES SHALL CONFORM WITH ASTM 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 />REINFORCING STEEL SHALL BE CLEAN AND FREE FROM FOREIGN DEBRIS, NONMETALLIC COATINGS.
<br />THE REINFORCEMENT STEEL SHALL 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 3.0"
<br />ALL FOOTINGS TOP, BOTTOM AND SIDES 3.0"
<br />BEAMS PRIMARY REINFORCEMENT AND STIRRUPS
<br />TOP AND BOTTOM SIDES 1.5"
<br />SLAB -ON -GRADE BOTTOM COVER SLABS 2.0"
<br />COLUMNS 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 BARS MUST BE SECURED WITH MINIMUM 2 TWIST TIES.
<br />VERTICAL COLUMN REINFORCEMENT MUST LAP WITH HORIZONTAL REBARS IN FOOTER AND SLAB A
<br />LENGTH EQUIVALENT TO 15 BAR DIAMETER OF LARGER SIZE LAPPING BARS OR MINIMUM 12 INCHES OR
<br />OTHERWISE AS NOTED, LAPPING BARS MUST BE SECURED BY MINIMUM 2 TWIST TIES,
<br />CORNER BARS IN CONCRETE BEAMS MUST LAP WITH MAIN BARS IN BEAMS A LENGTH EQUIVALENT TO
<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 FOOTERS 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 />STEEL JOIST 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 STEEL JOISTS AND BRIDGING SHALL BE IN STRICT
<br />ACCORDANCE WITH THE CURRENT SPECIFICATIONS OF STEEL JOIST INSTITUDE AND RECOMMENDED
<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.J.I.
<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 15-18, AND 6" FOR SLH 19-25 ON A STEEL MEMBER OR EMBEDDED PLATE.
<br />BRIDGING SHALL 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 BAR JOIST CERTIFICATIONS 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 SUSPENDED FROM JOISTS (I.E., CAT WALKS, BALCONIE, 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 />(4) #5 BAR ON TOP. LINE UP
<br />WITH BOTTOM BARS
<br />DIAGONALLY PLACED
<br />EXISTING 6" PIPE IN
<br />PROTECTIVE SLEEVE
<br />(4) #5 CRANK BARS la
<br />BOTTOM MATCH/OVERLAP
<br />WALL FOOTING REINF.
<br />36"
<br />#5 TRANSERVE
<br />BARS fd 12" 0/0
<br />MI i
<br />- ' 11
<br />� ', \ 11 11 , I= I
<br />�' s' J `
<br />SCALE; N.T.S.
<br />CONC. FILLED PRE-FAB.
<br />LINTEL
<br />BREAK 3"x5" PRE-FAB.
<br />KNOCKOUT AT LINTEL TO
<br />ALLOW NELSON STUD
<br />6"x6"x5/8" STL. ANGLE w/0)
<br />5/8" DIA. x 4" NELSON STUD
<br />STL.. COL
<br />TYP.
<br />TYP. LINTEL @ STL. COLUMN
<br />SCALE; N.T.S.
<br />TIE BEAM REINFORCING NOTES
<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 TIE BEAM REINFORCING STEEL ON STRAIGHT RUNS SHALL BE PROVIDED
<br />BY LAPPING MINIMUM 30".
<br />SPLICES IN TIE BEAM 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 #5 BARS, ONE OUTSIDE TOP AND ONE OUTSIDE BOTTOM WHICH
<br />EXTENDS 30" EACH WAY FROM CORNER.
<br />TIE BEAMS SHALL HAVE (4) # 3 TIES AT 12 INCHES O.C. AT CORNERS AND AT EACH BEND AND
<br />AT 36 INCHES O.C. ELSEWHERE, PER F.B.C. 2121.2.3.2.
<br />LIGHTGAGE METAL FRAMING
<br />A CERTIFIED TESTING AGENCY SHALL BE ENGAGED TO PERFORM 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) #8-18 SCREWS AT EACH STUD (TYPICAL UNLESS NOTED
<br />OTHERWISE) SEE ARCHITECTURAL DRAWINGS FOR EXACT LOCATION AND EXTENDS OF
<br />STEEL STUD WORK.
<br />NOTE: "POWDER ACTUATED FASTENERS (PAF) REFERS TO 0,145 DIA. SHANK DOMED -HEAD,
<br />LOW VELOCITY POWDER ACTUATED FASTENERS AS MANUFACTURED BY POWERS RAWL
<br />OR APPROVED EQUAL WITH MINIMUM CAPACITIES AS FOLLOWS:
<br />IN 3000 PSI CONCRETE: 1 y" PENETRATION =
<br />185# PULLOUT & 225# SHEAR
<br />IN A36 STEEL Y" MATERIAL =
<br />430# PULLOUT & 660# SHEAR
<br />(PIN MUST BE FULLY PENETRATED THE MATERIAL BY
<br />A" MINIMUM)
<br />STELL STUDS SHALL MEET FOLLOWING DESIGN
<br />CRITERIA: GALV.G-20 ASTM A525, MINIMUM
<br />YIELD STRESS SHALL BE 50,000 PSI FOR 12ga, 14ga,
<br />16ga AND 33000 PSI FOR 18ga & 20ga
<br />1. SEE PLAN AND SECTIONS FOR SIZES REQUIRED.
<br />2, ALL SIZES SHALL HAVE 1%8" FLANGES
<br />BRACING DURING CONSTRUCTION:
<br />PROVIDE 1%" COLD -ROLLED CHANNELS OR HORIZONTAL STRAP BRACING FOR WALLS IMMEDIATELY
<br />AFTER STUDS ARE ERECTED.
<br />EXECUTION:
<br />POSITION STUDS VERTICALLY IN RUNNERS AND SPACE NO GREATER THAN 16". SECURELY ANCHOR
<br />EACH STUD TO RUNNER WITH (4) #8-18 LOW PROFILE SCREWS, TWO TOP AND TWO AT BOTTOM,
<br />WITH ONE SCREW IN EACH FLANGE, TRACKS SHALL BE SECURELY ANCHORED TO THE
<br />SUPPORTING STRUCTURE AS SHOWN ON PLANS, AT TRUCK BUTT JOINTS, ABUTTING PIECES OF
<br />TRACK SHALL BE SECURELY ANCHORED TO A COMMON STRUCTURAL ELEMENT, OR THEY SHALL
<br />BE BUTT -WELDED OR SPLICED TOGETHER. JACK STUDS OR CRIPPLES SHALL BE INSTALLED BELOW
<br />WINDOW SILLS, ABOVE WINDOW AND DOOR HEADS, AT FREE STANDING STAIR RAILS, AND
<br />ELSEWHERE TO FURNISH SUPPORT, AND SHALL BE SECURELY ATTACHED TO SUPPORTING
<br />MEMBERS. PROVISIONS FOR STRUCTURAL VERTICAL MOVEMENT SHALL BE PROVIDED WHERE
<br />INDICATED ON THE PLANS. SPLICES IN AXIALLY LOADED STUDS SHALL NOT BE PERMITTED.
<br />EXTERIOR CEILING SHEATHING:
<br />ATTACH GYPSUM SHEATHING TO EXTERIOR OF EACH STUD WITH 1" TYPE(S) S-12 COATED SCREWS
<br />SPACED 3/8"FROM ENDS AND EDGES AND AT 4" O/C.
<br />LATERAL BRACING (HORIZANTAL BRIDGING) FOR WALLS:
<br />ENSURE BOTH STUDS FLANGES ARE ATTACHED TO TOP AND BOTTOM RUNNER FLANGES.
<br />HORIZONTAL BRIDGING MUST BE INSTALLED AT SPACING NOT TO EXCEED 48" O/C MEASURED
<br />VERTICALLY FOR AXIAL LOAD BEARING WALLS::
<br />METAL STUD INSTALLATION:
<br />METAL STUD SHALL EXTEND INTO ALL TRACKS UNTIL IT IS WITHIN y" OF THE TRACK WEB,
<br />NO METAL STUD TRACKS SHALL EXTEND PAST THE EDGE OF THE SUPPORT MORE THAN ONE
<br />THIRD OF ITS WIDTH (e.g. A 6" TRACK MAY EXTEND BEYOND THE EDGE OF SUPPORT A MAX. OF
<br />6/3=2")
<br />NO STRUCTURAL MEMBER SHALL BE CUT, NOTCHED, OR OTHERWISE
<br />REDUCED IN STRENGTH BEYOND THE SCOPE OF THIS PLAN WITHOUT
<br />CONSULTING ENGINEER OF RECORD.
<br />REPORT ANY DISCREPENCIES TO ENGINEER IMMEDIATELY
<br />CENTER OF NEW STEEL COLUMN = CENTER OF NEW PAD FOOTING
<br />ECCENTRICITY IS NOT ALLOWED U.O.N.
<br />ALL FIELD CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR
<br />PRIOR TO COMMENCING THE CONSTRUCTION
<br />ADEQUATE VERTICAL AND HORIZONTAL SHORING SHALL BE
<br />PROVIDED TO SAFELY SUPPORT ALL LOADS DURING
<br />INSTALLATION
<br />DESIGN CRITERIA
<br />ALL WORK SHALL 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 2010 EDITION
<br />2) ACI 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL
<br />CONCRETE, THE LATEST EDITION
<br />3) CRSI MANUAL OF STANDARD PRACTICE, THE LATEST EDITION
<br />4) STRUCTURAL WELDED WIRE REINFORCEMENT OF STANDARD
<br />PRACTICE, WIRE REINFORCEMENT INSTITUTE
<br />5) ACI 530/ASCE 5 BUILDING CODE REQUIREMENTS 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
<br />140 MPH
<br />EXPOSURE CATEGORY
<br />C
<br />RISK CATEGORY II
<br />INTERNAL PRESSURE
<br />COEFFICIENT = -/- 0.18
<br />Kd = 0.85
<br />MEAN ROOF HEIGHT
<br />20'-0"
<br />NET UPLIFTS SHOWN
<br />HEREIN ARE BASED ON (GROSS UPLIFT)
<br />PER ASCE 7-10 ASD
<br />DESIGN (0.6W: NO FURTHER REDUCTION
<br />ALLOWED), COMPONENTS
<br />& CLADDING ZONES 1, 2 AND 3.
<br />ZONE 1 .... .. . .. .... . ..
<br />... .. .......... .... - 28.0 PSF
<br />ZONE 2 -. ...... ..... ..
<br />..... ............ ... - 46.0 PSF
<br />ZONE 3. .............................................................
<br />- 69.0 PSF
<br />a = END ZONE DISTANCE 8'-0"
<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 OF 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 />0
<br />kYLAN KALKAN, P.E.
<br />ENGINEERING PLUS
<br />,. P.E. # 67349 & C.A. # 26538
<br />.9528 SEDGEFIELD TERRACE
<br />BOCA RATON, FL 33498
<br />p61) 756 4106 (561) 479 3743 fax
<br />Prof. Mgr.
<br />JU
<br />Job. Capt.
<br />SG
<br />Drawn bS
<br />JT
<br />RON BARR, A.I.A.
<br />IZev-cl by
<br />STATE OF FLORIDA
<br />IR5
<br />AR 0016160
<br />O
<br />w O
<br />�_
<br />U m
<br />w
<br />O z z
<br />U
<br />W
<br />t- O
<br />H W
<br />Fw-
<br />H W
<br />= H
<br />z 3:0
<br />W
<br />U p
<br />W. W W
<br />Q
<br />o m
<br />a o
<br />a o W o w
<br />d 0
<br />W O
<br />O S V p= z� W
<br />Wm
<br />W I
<br />m�o
<br />0wO m
<br />X o
<br />Z Z
<br />U
<br />�
<br />W
<br />'Ul W
<br />O
<br />>z
<br />Z OO Z m 0
<br />U.
<br />M Z
<br />>'
<br />mm =
<br />W
<br />o it a z z F o
<br />o
<br />m
<br />LL
<br />D a- O i i Z= Z
<br />W_
<br />M,
<br />a m
<br />UJ
<br />z z p a 0
<br />O
<br />pw.
<br />0
<br />2=
<br />m~
<br />.
<br />°' W
<br />z,f O D U z U
<br />GU Q
<br />coW0
<br />Z
<br />fn
<br />w
<br />J >- �-
<br />z
<br />Fo°�Z~Waz
<br />z
<br />O m W o
<br />W
<br />s n
<br />F 0
<br />0
<br />W F-
<br />U Z W U a 0 w
<br />_ w
<br />m)
<br />Q a H
<br />C�
<br />O F_ W W cn
<br />U w
<br />U
<br />z x O o U s a_
<br />o V
<br />O
<br />Z m U
<br />v F W¢ s W s 0
<br />m
<br />V
<br />m
<br />.
<br />a n a
<br />�_
<br />COPYRIGHT 2012
<br />BARR ARCHITECTURAL STUDIO
<br />Ravieione:
<br />1� GENERAL REVISIONS (09/30/2013)
<br />Z AS BUILT
<br />(04/24/2014)
<br />CADFILE No.
<br />ti/
<br />p`01
<br />H
<br />a
<br />M
<br />00
<br />M
<br />O
<br />=
<br />•_01�
<br />A
<br />A
<br />gao
<br />19
<br />-.�
<br />�D
<br />^
<br />04
<br />ell
<br />12
<br />aw_41ta
<br />4
<br />04
<br />—
<br />0—— m
<br />,�
<br />V
<br />)4
<br />r4
<br />:
<br />�
<br />W
<br />=
<br />enH
<br />*,4
<br />y
<br />I'
<br />4
<br />O
<br />w
<br />N
<br />E*
<br />&hoet Title
<br />Scale:
<br />Emm L
<br />O
<br />ESL
<br />m Q C
<br />M
<br />cu N
<br />- N 'E
<br />L.L r C
<br />N 2
<br />0_
<br />.>
<br />0 0) N
<br />ti
<br />* 0)
<br />=; N
<br />E
<br />it .0
<br />O In L_
<br />N
<br />N 0 C
<br />co r �
<br />O Lo Lo =
<br />co UA
<br />'T + 0) W
<br />Irl- t!
<br />to U
<br />L
<br />� cu
<br />Date:
<br />5-5-2014
<br />Project No.
<br />12-027
<br />Shoat No.
<br />S-i
<br />
|