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DESIGN LOADS:
<br />BUILDING CODE: THE FLORIDA BUILDING CODE 6TH ED. (2017)
<br />SPECIAL INSPECTION REQUIREMENTS: NO- NOT CLASSIFIED AS A THRESHOLD BUILDING
<br />DESIGN WIND LOADING CRITERIA:
<br />CODE: ASCE 7-10
<br />DESIGN BASE WIND SPEED = 138 MPH (3 SEC. GUST)
<br />RISK CATEGORY 11
<br />EXPOSURE CATEGORY B
<br />INTERNAL PRESS. COEFFICIENT, GCpj = 0.0, +/�-0.18
<br />BUILDING ENCLOSURE CATEGORY = OPEN, ENCLOSED
<br />WINDBORNE DEBRIS REGION - COMPONENT AND CLADDING DESIGN:
<br />REFER TO COMPONENT AND CLADDING TABLES FOR DESIGN PRESSURES.
<br />GRAVITY DESIGN LOADS:
<br />DEAD LOADS:
<br />SECOND FLOOR:
<br />STRUCTURE (2ND FL.) = 15 PSF
<br />ROOF:
<br />STRUCTURE:= 20 PSF
<br />LIVE LOADS:
<br />BALCONY:
<br />RESIDENTIAL = 40 PSF
<br />ROOF MIN. = 20 PSF
<br />EXTENT OF STRUCTURAL ANALYSIS:
<br />THE STRUCTURAL ANALYSIS AND DESIGN PERFORMED ON THIS PROJECT WAS LIMITED TO THAT
<br />AREA AND SPECIFICALLY INCLUDED ONLY THOSE ELEMENTS WHICH WERE DIRECTLY EFFECTED
<br />BY THE MODIFICATIONS REQUIRED TO ADAPT THE EXISTING BUILDING TO SUIT THE OWNER'S
<br />REQUIREMENTS AND CHANGES. NO OTHER STRUCTURAL ANALYSIS OF THE EXISTING
<br />BUILDING STRUCTURE(S) WAS PERFORMED AND NONE IS EXPRESSED OR IMPLIED.
<br />EXISTING CONDITIONS REPRESENTED BY THESE DOCUMENTS:
<br />SHOULD THE GENERAL CONTRACTOR, OR ANY OF HIS SUB, -CONTRACTORS OBSERVE OR
<br />BECOME AWARE OF ANY EXISTING CONDITION(S) WHICH VARY OR APPEAR TO BE CONTRARY
<br />TO THOSE REPRESENTED BY THESE DOCUMENTS, HE SHALL IMMEDIATELY BRING
<br />SUCH TO THE ATTENTION OF THE ARCHITECT. DUE CARE WAS EXERCISED IN THE RESEARCH
<br />AND PREPARATION OF THESE DOCUMENTS, BUTAS IS OFTEN THE CASE IN RENOVAT10N AND
<br />RETROFIT PROJECTS, SOME EXISTING CONDITIONS REPRESENTED BY THE AVAILABLE
<br />ORIGINAL DESIGN AND CONSTRUCTION DOCUMENTS MAY VARY FROM WHAT WAS ACTUALLY
<br />CONSTRUCTED. IMMEDIATE NOTIFICATION OF THE DESIGN TEAM OF SUCH CONDITIONS WILL
<br />LESSEN THE IMPACT OF ANY NECESSARY CHANGES OR MODIFICATIONS. ADDITIONALLY,
<br />SHOULD THE GENERAL CONTRACTOR, OR ANY OF HIS SUB -CONTRACTORS OBSERVE OR
<br />BECOME AWARE OF ANY EXISTING CONDITION(S) WHICH WOULD SUGGEST THE POTENTIAL FOR
<br />EXISTING STRUCTURAL DISTRESS OR OVERSTRESS, HE SHALL IMMEDIATELY BRING SUCH TO
<br />THE ATTENTION OF THE ARCHITECT.
<br />GENERAL CONSTRUCTION NOTES:
<br />1 . THE CONTRACTOR SHALL CAREFULLY STUDY AND COMPARE THE CONTRACT
<br />DOCUMENTS.THEY SHALL BE RESPONSIBLE FOR THE FIELD COORDINATION OF
<br />ARCHITECTURAL, STRUCTURAL, CIVIL, MECHANICAL AND ELECTRICAL TRADES, INCLUDING
<br />DETAIL AND DIMENSIONS. ANY DISCREPANCIES BETWEEN DRAWINGS, DETAJLS,
<br />DIMENSIONS, ETC., SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHITECT
<br />IMMEDIATELY UPON DISCOVERY AND PRIOR TO COMMENCING CONSTRUCTION OF THE
<br />AFFECTED AREA. DO NOT SCALE DRAWINGS FOR DIMENSIONS NOT PROVIDED. REFER TO
<br />THE ARCHITECTURAL DRAWINGS FOR DIMENSIONS NOT PROVIDED ON THE STRUCTURAL
<br />DRAWINGS.
<br />2. THE INFORMATION CONTAINED IN THE STRUCTURAL DRAWINGS IS, IN ITSELF, INCOMPLETE
<br />AND SHALL BE USED IN CONJUNCTION WITH ALL CONTRACT DOCUMENTS, INCLUDING THE
<br />WRITTEN SPECIFICATION, ISSUED IN CONJUNCTION WITH THE DRAWINGS AND ALL
<br />REFERENCED CONSTRUCTION MATERIALS INSTITUTE OR ASSOCIATION SPECIFICATIONS,
<br />STANDARD PRACTICES, CODES, ETC.
<br />3. SPECIFICATIONS INDICATED IN THE STRUCTURAL CONTRACT DOCUMENTS ARE TO BE
<br />CONSIDERED MINIMUM ACCEPTABLE CRITERIA AND MAY BE SUPERSEDED BY MORE
<br />STRINGENT CRITERIA REQUIRED AS A PART OF THE ARCHITECTURAL CONTRACT
<br />DOCUMENTS.
<br />4. SECTIONS AND DETAILS ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL
<br />APPLY AT ALL SIMILAR LOCATIONS, UNLESS OTHER SECTIONS AND DETAILS ARE
<br />SPECIFICALLY REFERENCED.
<br />5. WHERE, IN THE OPINION OF THE CONTRACTOR:
<br />A INFORMATION IS UNCLEAR
<br />B. INFORMATION IS NOT PROVIDED
<br />C. THERE IS A CONFLICT BETWEEN THE DRAWINGS AND THE SPECIFICATION
<br />D. THERE IS A CONFLICT WITHIN THE DRAWINGS
<br />E. THERE IS A CONFLICT WITHIN THE SPECIFICATIONS
<br />THE HIGHER QUALITY AND/OR GREATER QUANTITY OF THE CONFLICTING OPTIONS SHALL
<br />GOVERN. IMMEDIATELY AFTER THE DISCOVERY OF SUCH SITUATIONS, THE
<br />CONTRACTOR SHALL CONTACT THE ARCHITECT(ENGINEER FOR GUIDANCE. THE
<br />ARCHITECTIENGINEER IS AND SHALL REMAIN THE FINAL AUTHORITY FOR INTERPRETATION
<br />OF THE DOCUMENTS IN SITUATIONS OF CONFLICT-
<br />6. REFER TO THE ARCHITECTURAL DRAWINGS FOR FINISHED FLOOR ELEVATIONS, SLOPES
<br />AND LOCATION OF DEPRESSED AREAS.COMPARE WITH STRUCTURAL PLANS AND DETAILS
<br />AND REPORT ANY DISCREPANCIES TO THE ARCHITECT PRIOR TO FABRICATION OR
<br />INSTALLATION OF STRUCTURAL WORK.
<br />7. ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE FLORIDA
<br />BUILDING CODE e ED. (2017) AND THE WRITTEN SPECIFICATION BOOKLET ISSUED WITH
<br />THE DRAWINGS.
<br />8. THE SAFETY OF THE WORKERS AND THE CONSTRUCTION SITE IS THE SOLE
<br />RESPONSIBILITY OF THE CONTRACTOR NEITHER THE ARCHITECT NOR THE STRUCTURAL
<br />ENGINEER SHALL BE HELD LIABLE FOR ACCIDENTS DURING CONSTRUCTION OF THE
<br />PROJECT. THESE DOCUMENTS DO NOT INCLUDE PROVISIONS TO SATISFY SAFETY
<br />REQUIREMENTS. THE CONTRACTOR IS SOLELY RESPONSIBLE FOR ENSURING
<br />CONFORMANCE WITH ALL OSHA STANDARDS. JOB SITE VISITS BY THE ENGINEER SHALL
<br />NOT CONSTITUTE APPROVAL, AWARENESS OR LIABILITY FOR ANY HAZARDOUS
<br />CONDITIONS.
<br />9. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO DETERMINE ERECTION
<br />PROCEDURE, MEANS, METHODS AND SEQUENCE OF CONSTRUCTION. IT IS THE SOLE
<br />RESPONSIBILITY OF THE CONTRACTOR TO ENSURE THE STRUCTURAL STABILITY OF THE
<br />BUILDING AND IT'S COMPONENT PARTS DURING ALL PHASES OF CONSTRUCTION THIS
<br />INCLUDES, BUT IS NOT LIMITED TO THE ADDITION OF ANY NECESSARY TEMPORARY
<br />BRACING, GUYING, SHORING, TIE DOWNS, ETC., THAT MAY BE REQUIRED TO RESIST
<br />FORCES APPLIED DURING CONSTRUCTION, INCLUDING WIND.
<br />10. THE CONTRACTOR SHALL EXERCISE SUCH MEASURES AS ARE REQUIRED TO PROTECT
<br />ADJOINING PROPERTY, STRUCTURES, FACILITIES AND UTILITIES FROM DAMAGE
<br />DURING CONSTRUCTION.
<br />11. THE GENERAL CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO BEGINNING
<br />CONSTRUCTION. THE CONTRACTOR SHALL COORDINATE ALL DIMENSIONS AND
<br />ELEVATIONS WITH THE ARCHITECTURAL DRAWINGS.
<br />12. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROPER DESIGN AND CONSTRUCTION
<br />OF ALL NECESSARY FORMWORK, SHORING, RESHORING AND UNDERPINNING, WHICH IS
<br />REQUIRED TO SAFELY CONSTRUCT THE STRUCTURE. THE CONTRACTOR IS RESPONSIBLE
<br />FOR ANY DAMAGE CAUSED BY THE INSTALLATION OF ANY TEMPORARY SHORING AND/OR
<br />UNDERPINNING. THE DESIGN OF ANY REQUIRED FORMWORK, SHORING, RESHORING,
<br />UNDERPINNING, ETC., SHALL BE PROVIDED BY A PROFESSIONAL ENGINEER CURRENTLY
<br />REGISTERED IN THE STATE OF FLORIDA (WHOSE TRAINING AND PRACTICE EXPERIENCE IS
<br />STRUCTURAL ENGINEERING). DESIGN CALCULATIONS AND ERECTION DRAWING (WHICH
<br />SHALL BEAR HIS SEAL, SIGNATURE AND THE DATE, SHALL BE SUBMITTED TO THE
<br />ARCHITECTAND RESPONSIBLE BUILDING AUTHORITY.
<br />13. THE CONTRACTOR HAS THE FULL RESPONSIBILITY FOR PROVIDING ANY AND ALL BRACING
<br />NECESSARY TO MAJNTAJN STABILITY AND STRUCTURAL INTEGRITY OF WALLS DURING
<br />CONSTRUCTION. RETAINING WALLS (IF ANY) SHALL BE BRACED PRIOR TO AND DURING ALL
<br />COMPACTING AND BACKFILLING OPERATIONS.
<br />14. NO MODIFICATION OF ANY STRUCTURAL MEMBER SHALL BE PERMITTED WITHOUT FIRST
<br />OBTAJNING NOTIFICATION IN WRITING FROM THE STRUCTURAL ENGINEER THAT SUCH
<br />MODIFICATION IS PERMISSIBLE. THIS INCLUDES ANY MODIFICATION WHICH MAY
<br />ADVERSELY AFFECT THE STRENGTH OF THE MEMBER.
<br />SHOP DRAVANG SUBMITTALS:
<br />SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE
<br />STRUCTURAL DRAWINGS. ITSHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAKE
<br />CERTAIN THATALL CONSTRUCTION IS IN FULL AGREEMENTWITH THE LATEST STRUCTURAL
<br />DRAWINGS- REVIEW OF SHOP FABRICATION AND ERECTION DRAWINGS BY THE ARCHITECT AND
<br />IS FOR COORDINATION OF REVISIONS, INTERPRETATION REQUESTS
<br />AND FOR VERIFICATION OF THE FABRICATORS UNDERSTANDING OF MAJOR DESIGN
<br />REQUIREMENTS. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO APPROVE FOR SAME AS
<br />ABOVE AND, IN ADDITION, TO REVIEW FOR DETAIL DESIGN REQUIREMENTS AND DIMENSIONS.
<br />A/E REVIEWWILL NOT COVER DIMENSIONS OR DETAIL DESIGN REQUIREMENTS, SUCH AS
<br />LENGTHS, QUANTITIES, ETC. THIS REVIEW NEITHER GUARANTEES THAT THE SHOP DRAWINGS
<br />ARE CORRECT NOR INFERS THAT THE SHOP DRAWINGS SUPERSEDE THE STRUCTURAL
<br />DRAWINGS. A/E REVIEW WILL NOT COMMENCE UNTIL ALL OF THE FOLLOWING REQUIREMENTS
<br />ARE SATISFIED!
<br />I . PAPER SUBMITTALS: SUBMITTALS SHALL INCLUDE ONE SET OF REPRODUCIBLES &
<br />TWO SETS OF PRINTS FOR REVIEWAND FILE IN AlE OFFICE. THE REPRODUCIBLES WILL BE
<br />MARKED TO INDICATE ANY NOTED DISCREPANCIES AND/OR ERRORS. THE REPRODUCIBLES
<br />WILL THEN BE RETURNED TO THE CONTRACTOR FOR PRINTING OF DISTRIBUTION SETS FOR
<br />THE OWNER, CONTRACTOR, SUB -CONTRACTORS, ETC.
<br />ELECTRONIC SUBMITTALS: ELECTRONIC SUBMITTALS SHALL INCLUDE ONE COMPLETE SET
<br />OF PRINTS FOR PHYSICAL REVIEW AND FILE IN ENGINEER'S OFFICE. IT IS NOT THE
<br />RESPONSIBILITY OF THE ENGINEER TO BARE THE COST OF PRINTING COPIES OF SHOP
<br />DRAWINGS FOR PHYSICAL REVIEW. ELECTRONIC SUBMITTALS WILL BE RED -LINED
<br />ELECTRONICALLY WITH REVIEW COMMENTS AND WILL BE RETURNED ELECTRONICALLY TO
<br />THE CONTRACTOR FOR DISTRIBUTION TO THE OWNER, CONTRACTOR, SUB -CONTRACTORS,
<br />ETC.
<br />NOTE: SUBMITTALS MADE IN ANY FORM OTHER THAN THAT REQUESTED ABOVE WILL BE
<br />REJECTED AND WILL BE RETURNED TO CONTRACTOR WITHOUT ANY REVIEW. A
<br />COMPLIANT SUBMITTAL WILL BE REQUESTED AND NO FURTHER ACTION WILL BE
<br />TAKEN UNTIL A PROPER SUBMITTAL IS RECEIVED.
<br />NOTE: ANY DELAYS CAUSED BY IMPROPER SUBMITTALS WILL BE THE SOLE
<br />RESPONSIBILITY OF THE CONTRACTOR.
<br />2. SHOP DRAWINGS SHALL NOT BE PREPARED UTILIZING REPRODUCTIONS OF THE
<br />CONTRACT DOCUMENTS. SUCH SUBMITTALS WILL BE RETURNED WITHOUT ANY
<br />REVIEW AND WILL REQUIRE RESUBMITTAL.
<br />3. SUBMITTED DRAWINGS MUST BE COMPLETE, NOT PROGRESS PRINTS! SUBMITTED
<br />DRAWINGS MUST HAVE BEEN CHECKED, APPROVED, DATED, AND INITIALED BY BOTH
<br />THE DETAILER AND THE PERSON IN RESPONSIBLE CHARGE OF FINAL REVIEW AND
<br />APPROVAL OF THE SHOP DRAWINGS IN THE FABRICATORS OFFICE.
<br />4. THE CONTRACTOR SHALL HAVE REVIEWED AND APPROVED THE SHOP DRAWINGS
<br />PRIOR TO SUBMITTING FOR AlE REVIEW! THE PROJECT MANAGER SHALL INDICATE
<br />(EITHER BY COVER LETTER OR BY WRITTEN STATEMENT ON EACH SHEET OF
<br />DRAWINGS SUBMITTED) FOLLOWING NOTE:
<br />.
<br />"THESE SHOP DRAWINGS AND ALL WORK TO BE PERFORMED MEET OR EXCEED
<br />THE REQUIREMENTS OF THE CONTRACT DOCUMENTS IN ALL RESPECTS". THIS
<br />STATEMENT SHALL BE SIGNED AND DATED BY THE PROJECT MANAGER.
<br />5. SUBMITTALS SHALL PROVIDE FOR AT LEAST FOURTEEN (14) WORKING DAYS IN THE
<br />ENGINEERS OFFICE FOR REVIEW. FOURTEEN DAY CLOCK WILL NOT START UNTIL
<br />RECEIPT OF PROPER SUBMITTAL. PHASED SUBMITTALS AND SMALLER PACKAGES ARE
<br />MORE EASILY AND QUICKLY RETURNED.
<br />6. NOTE THAT THE CONTRACTOR'S (OR SUB-CONTRACTOR-S) FAILURE TO SUBMIT SHOP
<br />DRAWINGS IN ATIMELY MANNER (PROVIDING FOR THE REQUIRED REVIEW TIME IN THE
<br />ENGINEERS OFFICE) WILL NOT CONSTITUTE AN EMERGENCY AND AN IMMEDIATE
<br />REVIEW BY THE ENGINEER!
<br />THE CONTRACTOR AND SUB -CONTRACTORS SHALL ASSUME FULL RESPONSIBILITY,
<br />VI OF SHOP DRAW NGS AND DOCUMENTS, FOR: DIMENSIONS;
<br />COORDINATION W/ OTHER TRADES; FABRICATION PROCESSES; CONSTRUCTION
<br />TECHNIQUES; SAFETY CONDITIONS; AND FULFILLING DETAIL REQUIREMENTS OFTHEIR
<br />CONTRACT.
<br />ING FOUNDATION NOTES:
<br />1 � THE DESIGN SOILIFOUNDATION CONTACT PRESSURE = 2000 PSF_ PRIOR TO CONSTRUCTION,
<br />THIS SHALL BE VERIFIED BY AT LEAST ONE 25 FEET DEEP STANDARD PENETRATION TEST
<br />BORING AND A GEOTECHNICAL REPORT PERFORMED/PREPARED BY A GEOTECHNICAL
<br />ENGINEER HOLDING CURRENT REGISTRATION IN THE STATE OF FLORIDA AS A
<br />PROFESSIONAL ENGINEER- THE REPORT SHALL BE SIGNED AND SEALED BY THE
<br />GEOTECHNICAL P.E. THE REPORT SHALL CONTAIN SPECIFIC DETAILED SITEWORK
<br />INSTRUCTIONS AND PROCEDURES WHICH ARE REQUIRED AS A PART OF THE FOUNDATION
<br />CONSTRUCTION AND SHALL BE FOLLOWED BY THE GENERAL CONTRACTOR.
<br />2. ALL FILL MATERIAL SHALL BE PLACED AND COMPACTED IN STRICT CONFORMANCE WITH
<br />THE GEOTECHNICAL REPORT PREPARED FOR THE PROJECT. IN NO INSTANCE SHALL FILL
<br />MATERIAL BE PLACED AND COMPACTED IN INDIVIDUAL LIFT DEPTHS EXCEEDING 12 INCHES
<br />UNLESS SPECIFICALLY DIRECTED TO DO SO IN WRITING BY THE PROJECT GEOTECHNICAL
<br />ENGINEER. IN NO INSTANCE SHALL FILL MATERIAL AND NATURAL SUBGRADE MATERIAL
<br />(UPON WHICH FOUNDATIONS AND/OR SLABS ON GRADE ARE TO BE SUPPORTED) BE
<br />COMPACTED TO A CRITERIA LESS THAT 98% OF MODIFIED PROCTOR MAXIMUM DRY
<br />DENSITY UNLESS SPECIFICALLY DIRECTED TO DO SO IN WRITING BY THE PROJECT
<br />GEOTECHNICAL ENGINEER.
<br />3. ALL POURED IN PLACE CONCRETE SHALL HAVE THE FOLLOWING MINIMUM 28 DAY ULTIMATE
<br />COMPRESSIVE STRENGTH:
<br />A. FOUNDATIONS-fc=3000 PSI.
<br />B. COLUMNS AND (OR) PEDESTALS - fe = 4000 PSI.
<br />C. BEAMS -fc=4000 PSL
<br />4. THE OWNER SHALL RETAIN AN INDEPENDENT TESTING LABORATORY TO PERFORM THE
<br />FOLLOWING TESTS:
<br />A- ONE DENSITY TEST FOR EACH 1500 SQUARE FEET OF COMPACTED SUBGRADE OR
<br />COMPACTED FILL.
<br />B. ONE DENSITY TEST AT EACH COLUMN FOOTING.
<br />C. ONE DENSITY TEST FOR EACH 25 FEET OF WALL FOOTING.
<br />D. SEE CAST IN PLACE CONCRETE NOTES FOR CONCRETE TESTING REQUIREMENTS.
<br />ONE COPY OF ALL TEST REPORT RESULTS SHALL BE SENT DIRECTLY TO THE ARCHITECT,
<br />STRUCTURAL ENGINEER, GEOTECHNICAL ENGINEER AND GENERAL CONTRACTOR.
<br />5. ALL REINFORCING BAR SHALL BE GRADE fy � 60 KSI AND SHALL MEET ASTM SPECIFICATION
<br />A-615 (SI).
<br />6. ALL FOUNDAT10N REBAR LAPS SHALL BE AS SCHEDULED ON THE DRAW NGS FOR THE
<br />SPECIFIC STRUCTURAL ELEMENT AND STRENGTH OF CONCRETE TO BE POURED.
<br />7. PROVIDE CORNER BARS TO MATCH SIZE AND COUNT OF FOUNDATION LONGITUDINAL BARS.
<br />8. BUILDING DESIGN PURSUANT TO THE 2017 EDITION OF THE FLORIDA BUILDING CODE.
<br />9. THE CONTRACTOR SHALL FIELD VERIFY ALL DIMENSIONS PRIOR TO BEGINNING
<br />FOUNDATION CONSTRUCTION.
<br />10. UNLESS SPECIFICALLY DETAILED OTHERWISE, FOUNDATIONS SHALL BE LOCATED AT THE
<br />CENTER OF WALLS AND/OR COLUMNS WHICH THEY SUPPORT. TOLERANCE FOR THE
<br />ACCEPTABILITY OF PLACEMENT OF FOUNDATIONS, ANCHOR BOLTS, COLUMN DOWELS,
<br />WALL DOWELS, ETC., SHALL BE GOVERNED BY THE APPROPRIATE AISC, ACI AND/OR
<br />BUILDING CODES PROVISIONS.
<br />11. WHEN LAYING OUT UNIFORMLY SPACED REINFORCING DOWELS, FIRST LOCATE DOWELS
<br />SPECIFIED ATWINDOW OPENINGS, DOOR OPENINGS, ENDS OF WALLS, COLUMNS,
<br />PILASTERS, ETC., THEN LOCATE THE DOWELS IN BETWEEN AT THE SPECIFIED MAXIMUM
<br />UNIFORM SPACING.
<br />12. THE FOUNDATION CONTRACTOR SHALL EXERCISE SUCH MEASURES AS ARE REQUIRED TO
<br />PROTECT ALL ADJOINING BUILDINGS, STRUCTURES, FOUNDATIONS, FACILITIES AND
<br />UTIL111ES FROM SUSTAINING DAMAGE WHICH GOULD RESULT FROM WORK DONE UNDER
<br />THIS CONTRACT.
<br />13. THE CONTRACTOR SHALL PROVIDE SUCH FOUNDATION STEPS AS ARE NECESSARY TO
<br />PERMIT ALL BELOW GRADE PIPING TO PASS THROUGH THE BOTTOM OF THE SLAB ON
<br />GRADE AND THE TOP OF THE FOUNDATION. PREFERABLY, THERE SHOULD BE A MINIMUM
<br />OF FOUR INCHES OF SOIL BETWEEN THE PIPE AND BOTH THE BOTTOM OF THE SLAB ABOVE
<br />AND THE TOP OF THE FOUNDATION BELOW. SEE TYPICAL STEPPED FOOTING DETAIL.
<br />INDIVIDUAL COLUMN FOUNDATIONS SHOULD BE LOWERED TO ACCOMMODATE PLUMBING.
<br />THE CONTRACTOR SHALL REVIEW SUCH SITUATIONS WITH THE STRUCTURAL ENGINEER
<br />AND COORDINATE WITH SUBS AND
<br />MATERIAL SUPPLIERS.
<br />14. DURING THE CONSTRUCTION PHASES OF EXCAVATION, BACKFILLING AND FOUNDATION
<br />CONSTRUCTION, A SOILS TESTING LABORATORY SHALL BE RETAINED BY THE OWNER TO
<br />PROVIDE CONSTRUCTION REVIEW TO INSURE COMPLIANCE WITH THE CONSTRUCTION
<br />DOCUMENTS. THE ARCHITECT SHALL BE IMMEDIATELY NOTIFIED OF ANY OBSERVED
<br />CONDITIONS WHICH ARE AT VARIANCE WITH THE FIELD CONDITIONS INDICATED WITHIN THE
<br />PROJECT GEOTECHNICAL REPORT.
<br />15. UNLESS THE OWNER SPECIFICALLY PROHIBITS THE USE OF EARTH FORMS, THE VERTICAL
<br />FACES OF FOUNDATIONS MAY BE EARTH FORMED IF THE EXCAVATION CAN BE KEPT
<br />VERTICAL, CLEAN AND STABLE AND IF OVERALL FOOTING WIDTH IS INCREASED BY 2 INCHES
<br />ON EACH SIDE (4 INCHES TOTAL), OTHERWISE VERTICAL SIDE FORMWORK MUST BE
<br />PROVIDED.
<br />16. THE CONTRACTOR IS CAUTIONED THAT EXCAVATIONS ADJACENT TO OR UNDER EXISTING
<br />OR NEWLY CONSTRUCTED FOUNDATIONS SHALL NOT BE PERMITTED AND THAT THE COST
<br />OF REPAIRING ANY DAMAGE ANDIOR SETTLEMENT RESULTING FROM SUCH EXCAVATIONS
<br />WILL BE HIS/HER RESPONSIBILITY.
<br />CAST IN PLACE CONCRETE NOTES:
<br />I . CAST IN PLACE CONCRETE WORK INCLUDES REINFORCING STEEL AND RELATED WORK
<br />SHOWN INCLUDING FORMWORK, SETTING ANCHOR BOLTS, PLATES, FRAMES, DOWELS FOR
<br />MASONRY OR OTHER ITEMS EMBEDDED IN CONCRETE.
<br />2. ALL CONCRETE WORK SHALL CONFORM TO THE REQUIREMENTS OF THE FOLLOWING
<br />CODES AND STANDARDS (LATEST EDITIONS):
<br />A. ACI 117 "STANDARD TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS"
<br />B. ACI 232AR "USE OF ROW OR PROCESSED NATURAL POZZOLANS IN CONCRETE"
<br />OR
<br />ACI 232.2R "USE OF FLY ASH IN CONCRETE"
<br />OR
<br />ACI 233R"GROUND GRANULATED BLAST FURNACE SLAG"CEMENT IN CONCRETE AND
<br />MORTAR
<br />C. ACI 301 "SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS*
<br />D. ACI 302 "GUIDE FOR CONCRETE FLOOR AND SLAB CONSTRUCTION"
<br />E. ACI 304"RECOMMENDED PRACTICE FOR MEASURING, MIXING, TRANSPORTING AND
<br />PLACING CONCRETE"
<br />F. ACI 304.2R PLACING CONCRETE BY PUMPING METHODS
<br />G. ACI 305R "RECOMMENDED PRACTICE FOR HOTWEATHER CONCRETING'
<br />H. ACI 306R "RECOMMENDED PRACTICE FOR COLD WEATHER CONCRETING"
<br />1. ACI 308 "STANDARD PRACTICE FOR CURING CONCRETE"
<br />J. ACI 309R"GUIDE FOR CONSOLIDATION OF CONCRETE"
<br />K. ACI 311 "RECOMMENDED PRACTICE FOR CONCRETE INSPECTION"
<br />L. ACI 315 DETAILS AND DETAILING OF CONCRETE REINFORCEMENr
<br />M. ACI 318 "BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE'
<br />N. ACI 347"RECOMMENDED PRACTICE FOR CONCRETE FORMWORK"
<br />0. ACI MANUAL OF CONCRETE PRACTICE - PARTS 1 THRU 5 (AS APPROPRIATE TO TYPE OF
<br />CONSTRUCTION).
<br />3. CONCRETE SHALL BE NORMAL WEIGHT (U.N.O.) AND SHALL BE BATCHED, MIXED AND
<br />TRANSPORTED IN ACCORDANCE WITH ASTM C94, -THE SPECIFICATIONS FOR READY MIX
<br />CONCRETE".
<br />NOTE: THE CONCRETE SHALL BE PLACED WITHIN 90 MINUTES OF BATCH TIME.
<br />CONCRETE MIX DESIGN SHALL BE PROPORTIONED IN ACCORDANCE WITH ACI
<br />301 TO PROVIDE CONCRETE CAPABLE OF BEING PLACED WITHOUT EXCESSIVE
<br />SEGREGATION AND WITH ACCEPTABLE FINISHING PROPOERTIES, DURABILITY,
<br />SURFACE HARDENERS, APPEARANCE, AND STRENGTH REQUIREMENTS
<br />REQUIRED BY THESE SPECIFICATIONS.
<br />MATERIALS USED IN THE CONCRETE MIX:
<br />A. PORTLAND CEMENT: ASTM C 150, TYPE 1 OR TYPE 11
<br />B. AGGREGATES: NORMAL WEIGHT CONCRETE, COARSE AND FINE, ASTM C33 IMAXIMUM
<br />AGGREGATE SIZE: FOUNDATIONS - #57, ALL OTHER CONCRETE STRUCTURAL ELEMENTS
<br />- #67.
<br />C. AIR ENTRAINING AGENT SHALL MEET ASTIM. C-260
<br />D. WATER REDUCING: ASTM C494. TYPE A
<br />E. WATER: FRESH, CLEAN AND POTABLE.
<br />F. NO ACCELERATORS, RETARDERS OR ADMIXTURES CONTAINING CHLORIDES WI LL BE
<br />PERMITTED.
<br />G. CALCIUM CHLORIDE SHALL NOT BE USED IN THE MIX
<br />NOTE: ADDING OF WATER TO MIX IN FIELD:
<br />THE READYMIX DRIVER SHALL HAVE IN HIS POSSESSION AT TIME OF DELIVERY,
<br />WRITTEN INSTRUCTIONS FROM THE READYMIX SUPPLIER DETAJLING THE
<br />MAXIMUM AMOUNT OF WATER WHICH CAN BE ADDED TO THE MIX BY THE
<br />DRIVER IN THE FIELD (GALLONS PER YARD)- OTHERWISE WATER SHALL NOT BE
<br />ADDED TO THE MIX AFTER LEAVING THE BATCH PLANT.
<br />H. FLY-ASH:ASTM C618, CLASS F, 20% MAXIMUM BYWEIGHT. 00 NOT USE FOR EXPOSED
<br />SLABS FOR ARCHITECTURAL CONCRETE.
<br />1. SUPER PLASTICIZER: ASTM C494. TYPE F OR G, WHERE AUTHORIZED BY THE ENGINEER
<br />J. SLAG CEMENT IN CONCRETE: ASTM C989,30% BY WEIGHT
<br />4. CONCRETE SHALL HAVE THE MINIMUM ULTIMATE COMPRESSIVE STRENGTH AT 28 DAYS,
<br />(U.N-O.), FOR THE STRUCTURAL ELEMENT INDICATED BELOW:
<br />FOUNDATION: 3000 PSI .
<br />SLAB ON GRADE: 3000 PSI
<br />COLUMNS/PEDESTALS: 4000 PSI
<br />TIE BEAMS: 4000 PSI
<br />BEAMS: 4000 PSI
<br />WALLS: 4000 PSI
<br />CONCRETE MIX DESIGN SUBMITTAL DATA REQUIRED:
<br />A- INTENDED USAGE AND LOCATION FOR EACH MIX TYPE
<br />B. MIX DESIGN FOR EACH TYPE
<br />C. CEMENT CONTENT IN POUNDS -PER -CUBIC YARD
<br />D. COURSE AND FINE AGGREGATE IN POUNDSICUBIC YARD
<br />E. WATER CEMENT RATIO BY WEIGHT (NOT TO EXCEED 0.60 EVERYWHERE EXCEPT SLAB
<br />ON GRADE WIC = 0.5)
<br />F. CEMENT TYPE OF MANUFACTURER
<br />G. SLUMP RANGE
<br />H. AIR CONTENT
<br />1. ADMIXTURE TYPE AND MANUFACTURER
<br />J. PERCENT ADMIXTURE BY WEIGHT
<br />K. HISTORICAL PERFORMANCE STRENGTH TEST DATA REQUIRED TO ESTABLISH MIX
<br />DESIGN.
<br />5. THE OWNER SHALL RETAIN THE SERVICES OF A QUALIFIED ACCREDITED TESTING
<br />LABORATORY TO PERFORM THE FOLLOWING TESTING SERVICES:
<br />A. SAMPLING PER ASTM. C-1 72
<br />NOTE: SAMPLING SHALL BE TAKEN FROM THE POINT OF DELIVERY OF THE CONCRETE.
<br />IN OTHER WORDS IF A CONCRETE PUMP IS USED, SAMPLES SHALL BE TAKEN FROM THE
<br />DISCHARGE END OF THE HOSE.
<br />B_ SLUMP PER ASTM. G-143
<br />C. COMPRESSIVE STRENGTH PER ASTM. C-31 & C-39. FOR EACH CLASS OF CONCRETE
<br />POURED, PROVIDE FOUR SETS OF TWO CYLINDERS FOR EACH 50 CUBIC YARDS OF
<br />CONCRETE OR FRACTION THEREOF. BREAK ONE SET AT (7) DAYS, TWO AT (28)
<br />DAYS AND HOLD THE REMAINING IN RESERVE IN CASE A 56 DAY TEST IS REQUIRED. A
<br />TEST RESULT IS CONSIDERED TO BE THE AVERAGE OF THE TWO CYLINDER BREAKS
<br />COMPRISING A SET. ONE COPY OF ALL TEST RESULTS SHALL BE SENT DIRECTLY TO
<br />THE OWNER, ARCHITECT, STRUCTURAL ENGINEER AND GENERAL CONTRACTOR
<br />IMMEDIATELY UPON DETERMINATION OF RESULTS. FREQUENCY OF TESTING SHALL
<br />NOT BE LESS THAN ONCE A DAY WHEN CONCRETE IS POURED NOR LESS THAN ONCE
<br />FOR EACH 5000 SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS.
<br />6. REINFORCEMENT USED IN CONCRETE STRUCTURAL ELEMENTS:
<br />A. DEFORMED BARS: ALL MILD REINFORCING BAR USED IN CONCRETE SHALL BE GRADE 60
<br />KSI DEFORMED BAR CONFORMING TO ASTM SPECIFICATION A-615 (Sl).
<br />B_ SMOOTH DOWELS: ASTM A615, PLAIN BARS, MINIMUM YIELD STRENGTH OF 60 KSI.
<br />C. WELDED WIRE FABRIC: CONFORM TO ASTM. A-185 AND SUPPLIED IN FLAT SHEETS
<br />(RATHER THAN IN ROLLS). FABRIC SHALL BE PLACED ON CONTINUOUS NO. 4 REBAR
<br />CHAIRS SPACED AT 3 FT. O.C. TO MAINTAIN THE PROPER LOCATION WITHIN THE
<br />CONCRETE.
<br />D. ACCESSORIES TO CONFORM TO ACI 315.
<br />E. WHERE CONCRETE SURFACES ARE EXPOSED, MAKE THOSE PORTIONS OF ALL
<br />ACCESSORIES IN CONTACT WITH THE CONCRETE SURFACE OR WHININ Y2 INCHES
<br />THEREOF, OF PLASTIC.
<br />F. ALL REINFORCING DETAILS SHALL CONFORM TO ACI 315, LATEST EDITION,'MANUAL OF
<br />STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE STRUCTURES- (U.N.O.)
<br />G. SUBMIT COMPLETE DETAIL AND PLACING SHOP DRAWINGS FOR ALL REINFORCING
<br />7. CONCRETE COVER OVER REINFORCING IN CONCRETE STRUCTURAL ELEMENTS SHALL BE
<br />AS FOLLOWS:
<br />A- FOUNDATIONS: 3"
<br />B. COLUMNS: 1 1/2" (7- FOR NO- 6 AND LARGER BARS)
<br />C. BEAMS: 1 112" (2" FOR NO. 6 AND LARGER BARS)
<br />D. WALLS: 1 1/2" (2" FOR NO. 6 AND LARGER BARS)
<br />E_ SLABS: 1 "(INTERIOR), 1 112- (EXTERIOR)
<br />NOTE: EXPOSED HORIZONTAL SURFACES OF STRUCTURAL SLABS SHALL BE COATED WITH
<br />A HIGH QUALITY COMMERCIAL GRADE WATER PROOFING AND SEALING AGENT.
<br />8. LAP SPLICE LENGTHS SHALL BE AS SCHEDULED FOR THE STRENGTH OF CONCRETE AND
<br />SPECIFIC STRUCTURAL ELEMENT IN QUESTION.
<br />9. PROVIDE PROPERLY TIED SPACERS, CHAIRS, BOLSTERS, ETC., AS ARE REQUIRED AND
<br />NECESSARY TO ASSEMBLE, PLACE AND SUPPORT ALL REINFORCING IN THE PROPER
<br />REQUIRED LOCATION WITHIN THE FORMWORK (AND MAINTAIN REINFORCING IN THE
<br />PROPER POSITION DURING CONCRETE PLACEMENT OPERATIONS AND UNDER THE
<br />APPLICATION OF CONSTRUCTION LOADS AND OPERATIONS). WHERE WIRE TYPE SUPPORTS
<br />ARE USED, COMPLYING WITH CRSI RECOMMENDATIONS, PLASTIC TIP LEGS SHALL BE
<br />USED WHEN CONCRETE IS TO BE EXPOSED TO EXTERIOR CONDITIONS.
<br />10. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE PROPER DESIGN AND
<br />CONSTRUCTION OF ALL NECESSARY FORMWORK, SHORING AND RESHORING IN
<br />ACCORDANCE WITH ACI 347. THE DESIGN SHALL BE PREPARED BY A DELEGATED
<br />SPECIALTY STRUCTURAL ENGINEER CURRENTLY REGISTERED IN THE STATE OF INTENDED
<br />CONSTRUCTION OF THE PROJECT WHERE LIFE SAFETY ISSUES ARE CRITICAL AND
<br />ERECTION DRAWING SHALL BEAR HIS SEAL AND SIGNATURE AND THE DATE. ERECTION
<br />DRAWINGS SHALL BE SUBMITTED TO THE RESPONSIBLE BUILDING AUTHORITY.
<br />NOTE: EARTH MAYBE USED AS VERTICAL SURFACE FORMS FOR FOOTINGS PROVIDED
<br />THAT THE FOOTING OVERALL WIDTH IS INCREASED IN SIZE BY FOUR INCHES.
<br />11- POUR BREAKS IN BEAMS AND SLABS SHALL OCCUR AT MID SPAN BETWEEN SUPPORTS
<br />(POINTS OF MINIMUM SHEAR) BY USE OF VERTICAL BULKHEADS. COLD JOINTS LOCATIONS
<br />MUST BE LOCATED TO PROVIDE THE LEAST IMPACT ON THE STRENGTH OF THE
<br />STRUCTURAL MEMBER.
<br />NOTE: HORIZONTAL CONSTRUCTION JOINTS WILL NOT BE PERMITTED IN ANY
<br />HORIZONTAL SPAN CONCRETE MEMBER!
<br />12. PROVIDE MINIMUM 14 GAGE GALVANIZED CORRUGATED DOVETAIL ANCHORS AT 16"O.C. TO
<br />CONNECT ADJACENT MASONRY TO CONCRETE STRUCTURAL ELEMENTS. PROVIDE
<br />DOVETAIL ANCHOR HARDWARE WITH HOT DIP GALVANIZED FINISH, (ASTM A 153,
<br />CLASS B2,(1.5 OZ. PER SQ. FT.)).
<br />13, PROVIDE NEOPRENE WATER STOPS AT ALL CONSTRUCTION JOINTS IN CAST IN PLACE
<br />CONCRETE WHERE ONE SIDE IS DIRECTLY EXPOSED TO EITHER THE WEATHER OR I N
<br />DIRECT CONTACT WITH SOIL AND THE OTHER SIDE OCCURS WITHIN ENCLOSED SPACE-
<br />14. PROVIDE COMMERCIAL FORM COATING COMPOUNDS (RELEASE AGENTS) THAT WILL NOT
<br />BOND, STAIN OR ADVERSELY AFFECT THE FINISHED CONCRETE SURFACE.
<br />15. PLACE CORNER BARS AT CORNERS AND ENDS OF ALL FOOTINGS, WALLS AND BEAMS. BAR
<br />SIZE AND COUNT SHALL MATCH THE LONGITUDINAL REINFORCING IN THE MORE HEAVILY
<br />REINFORCED INTERSECTING ELEMENT (U.N.O.).
<br />16. DOWEL INTERSECTING WALLS, BEAMS, ETC. WITH DOWELS OF THE SAME SIZE, COUNT AND
<br />SPACING AS THE LONGITUDINAL REINFORCING IN THE MORE HEAVILY REINFORCED
<br />MEMBER FRAMING INTO THE JOINT.
<br />17. PLACE AMINIMUM OF TWO (2) NO. 5 BARS (U.N.O.) AROUND ALL FOUR SIDES OF OPENINGS
<br />IN CONCRETE STRUCTURAL ELEMENTS. BARS SHALL EXTEND AT LEAST 36 IN. BEYOND
<br />THE FACE OF THE OPENING.
<br />18. TYPICAL SPACING OF TIES AND STIRRUPS AS INDICATED ON THE PLANS SHALL BE
<br />REDUCED BY 50% FOR THE SPACE BETWEEN THE FACE OF THE SUPPORT AND THE FIRST
<br />S11RRUP OR TIE (U-N-0.).
<br />19. VERTICAL AND HORIZONTAL REINFORCING INDICATED ON THE DRAWINGS SHALL BE
<br />DOWELED OUT OF THE FOUNDATION (OR THE ELEMENTWHERE THE REINFORCING
<br />ORIGINATES, (SLAB, BEAM, TIE BEAM, WALL, ETC-) UTILIZING AN ACI STANDARD
<br />HOOK EMBEDDED TO DEVELOP THE FULL ULTIMATE TENSILE STRENGTH OF THE BAR
<br />(U.N.O.).
<br />20. VERTICAL WALL REINFORCING INDICATED ON THE DRAWINGS SHALL EXTEND FROM THE
<br />FOUNDATION, (OR PER NOTE NO. 1 9 ABOVE), TO THE TIE BEAM AT THE TOP OF THE WALL
<br />PROVIDE A STANDARD ACI 90 DEGREE HOOK (EMBEDDED TO DEVELOP THE FULL ULTIMATE
<br />STRENGTH OF THE BAR) OUT OF THE ELEMENT WHERE THE REINFORCING ORIGI MATES AND
<br />INTO THE TOP OF THE TIE BEAM. HOOK SIZE AND COUNT SHALL MATCH THE VERTICAL
<br />REINFORCING. LAP SPLICE LENGTHS SHALL BE AS SCHEDULED ON THE PLANS.
<br />NOTE: WHEN LAYING CUT FOUNDATION DOWELS FOR "UNIFORMLY'SPACED VERTICAL
<br />WALL REINFORCING, FIRST LOCATE THE DOWELS SPECIFIED AT WINDOW, DOOR &
<br />OTHER MASONRY OPENINGS, ENDS OF WALLS, COLUMNS, TIE COLUMNS,
<br />PILASTERS, ETC-, THEN LOCATE DOWELS IN BETWEEN AT THE SPECIFIED MAXIMUM
<br />UNIFORM SPACING.
<br />21. THE MINIMUM BEARING OF CONCRETE BEAMS ON SUPPORT SHALL BE 8- (UNLESS NOTED
<br />OR DETAILED OTHERWISE). WHERE BEAM BEARS ON A MASONRY SUPPORT, EXTEND BEAM
<br />A DISTANCE OVER THE SUPPORT AT LEAST EQUAL TO THE LENGTH OF ALL REINFORCED
<br />AND GROUTED CELLS ADJACENT TO THE MASONRY OPENING. WHERE THE BEAM BEARS ON
<br />A REINFORCED CONCRETE SUPPORT, EXTEND THE BEAM ACROSS THE FULL LENGTH OF
<br />THE SUPPORT (FULL BEARING OF BEAM ON SUPPORT). NOTE: ALL CONTINUOUS
<br />LONGITUDINAL BEAM REINFORCING SHALL EXTEND FULL LENGTH ACROSS SUPPORT.
<br />LENGTH OF BEARING OF BEAM ON SUPPORT SHALL NOT BE LESS THAN DEPTH OF BEAM.
<br />22. SEE ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS FOR LOCATIONS OF
<br />EMBEDDED ITEMS, CONDUITS, PIPES, SLEEVES, SLAB DEPRESSIONS, ANCHORS, INSERTS,
<br />ETC., IN AND THRU CONCRETE ELEMENTS, REQUIRED BY OTHER TRADES. NO CONDUITS,
<br />PIPES, SLEEVES, PENETRATIONS OR INSERTS OF ANY TYPE WILL BE PERMITTED IN BEAMS,
<br />JOISTS, SLABS, COLUMNS OR WALLS UNLESS APPROVED BY THE ENGINEER, SHOWN ON
<br />THE SHOP DRAWINGS, AND CONSTRUCTED TO COMPLY WITH THE REQUIREMENTS OF
<br />SECTION 6.3 OF ACI 318. AFTER APPROVAL BY THE ENGINEER, THE CONTRACTOR SHALL
<br />FURNISH AND COORDINATE THE INSTALLATION OF EMBEDDED ITEMS PRIOR TO PLACING
<br />THE CONCRETE.
<br />23. GENERALLY, REINFORCING SHALL NOT BE CUT TO ACCOMMODATE THE INSTALLATION OF
<br />EMBEDS, ANCHORS, SLEEVES ANDIOR OTHER ITEMS. WHERE SUCH IS ABSOLUTELY
<br />NECESSARY, NOTIFY THE STRUCTURAL ENGINEER OF THE INTENTION TO DO SO AND FOR
<br />EACH BAR CUT, PROVIDE ONE ADDITIONAL BAR EACH SIDE OF THE BAR WHICH WAS CUT.
<br />SIZE OF ADD BARS SHALL MATCH SIZE OF ORIGINAL BAR AND LENGTH SHALL BE
<br />ADEQUATE TO AT LEAST PROVIDE A CLASS -B!' TENSION LAP (OR EMBEDMENT) EACH SIDE
<br />OF THE BAR WHICH WAS CUT
<br />24. REMOVE TRASH AND DEBRIS FROM FORMWORK AND THOROUGHLY WET FORMS
<br />IMMEDIATELY PRIOR TO PLACING CONCRETE.
<br />25. THE CONCRETE SHALL BE PLACED IN ONE CONTINUOUS OPERATION BETWEEN
<br />BULKHEADED CONSTRUCTION JOINTS.
<br />26. THE CONCRETE SHALL BE POURED BY PUMP OR BUCKET AND SHALL BE CONSOLIDATED IN
<br />PLACE USING INTERNAL VIBRATORS.
<br />27. THE CONTRACTOR SHALL BEGIN CONCRETE CURING IMMEDIATELY AFTER FINISHING
<br />OPERATIONS ARE COMPLETED. CURING AGENT SHALL BEA 300/0 SOLIDS LIQUID MEMBRANE
<br />FORMING CHEMICAL COMPOUND AND SHALL MEET ASTM. C-309. THE GENERAL
<br />CONTRACTOR IS TO VERIFY THAT ANY CURING COMPOUNDS THAT ARE USED ARE
<br />COMPATIBLE WITH FINISH MATERIALS TO BE INSTALLED ON THE SURFACE OF THE
<br />CONCRETE.
<br />NOTE: WET CURING IS AN ACCEPTABLE AND PREFERRED METHOD OF CURING FOR SLABS.
<br />THIS REQUIRES THAT THE SURFACE OF THE SLAB REMAIN SATURATED FOR AT
<br />LEAST 4 DAYS WITH WET BURLAP OR POLYETHYLENE SHEETS. THIS
<br />METHOD WILL GREATLY REDUCE VOLUME CHANGE AND SHRINKAGE CRACKS.
<br />28. IMMEDIATELY AFTER REMOVAL OF FORMS, REPAIR ANY HONEYCOMB OR DEFECTIVE AREAS
<br />WITH HIGH STRENGTH CEMENT GROUT. GROUT SHALL BE APPROVED BY THE ENGINEER.
<br />WHEN REINFORCING IS VISIBLE IN DEFECTIVE AREA, CONTACT THE ENGINEER
<br />IMMEDIATELY.
<br />29. IT IS RECOMMENDED THAT CONCRETE TIE BEAM POUR LENGTH NOT TO EXCEED 50'-G"
<br />BETWEEN COLD JOINTS AND IN NO EVENT EXCEED 10OFT IN LENGTH.
<br />REQUIREMENTS FOR LIGHT DUTY SLABS ON GRADE:
<br />1 . SLAB ON GRADE SHALL BE 4 INCHES THICK
<br />2. SLUMP (AT POINT OF DELIVERY) = 3 TO 5 INCHES
<br />3. MAXIMUM AGGREGATE SIZE = 1 INCH
<br />4. ENTRAINED AIR CONTENT = 0 %
<br />5. REINFORCEMENT SHALL BE 6 x 6 W2.1 I W2.1 WELDED WIRE MESH, CHAIRED 1 1/2 INCH
<br />FROM TOP OF SLAB ON CONTINUOUS HORIZONTAL RODS AT A C/C SPACING NOT IN
<br />EXCESS OF 3!-W. PULLING UP MESH DURING OR AFTER THE CONCRETE POUR IS NOT
<br />AN ACCEPTABLE PRACTICE. PROVIDE WWM IN FLAT SHEETS. ROLLS OF WWM WILL
<br />NOT BE ACCEPTABLE
<br />6. PROVIDE MINIMUM 15 MIL VAPOR BARRIER (INTERIOR SLABS ONLY)
<br />7. PROVIDE 30 POUND FELT BOND BREAKER WHERE SLABS ABUT VERTICAL SURFACES
<br />SUCH AS WALLS AND COLUMNS.
<br />a. SUPPORTING SOIL SHALL BE COMPACTED TO 95% OF MODIFIED PROCTOR MAXIMUM
<br />DRY DENSITY. PROVIDE VAPOR BARRIER BETWEEN BOTTOM OF CONCRETE AND TOP
<br />OF COMPACTED SUBGRADE.
<br />9. PROVIDE EITHER KEYED COLD JOINTS OR SAW CUT CONTROL JOINTS AT IT-01 O.C.
<br />OM) IN EACH DIRECTION. SAW CUTJOINTS SHALL BE 1- DEEP AND SAWN AS SOON AS
<br />THE SLAB WILL SUPPORT THE WEIGHT OF THE SAW AND OPERATOR AND THE BLADE
<br />WILL PRODUCE CLEAN CUTS WITHOUT DISLODGING AGGREGATE. (4 HOURS MAX.)
<br />10. FILL SAWCUTS WITH ELASTOMERIC SEALANT AFTER REMOVAL OF DUST WITH
<br />COMPRESSED AIR.
<br />ii. WET CURING IS THE PREFERRED METHOD OF CURING. THIS REQUIRES THAT THE
<br />SURFACE OF THE SLAB REMAIN SATURATED FOR AT LEAST 4 DAYS WITH WET BURLAP
<br />OR POLYETHYLENE SHEETS. THIS METHOD WILL GREATLY REDUCE VOLUME CHANGE
<br />AND SHRINKAGE CRACKS. ALTERNATIVELY, APPLY CURING COMPOUND TO SLAB
<br />WITHIN TWO HOURS OF COMPLE-11ON OF FINISHING OPERATIONS. USE LIQUID
<br />MEMBRANE FORMING COMPOUND COMPLYING WITH ASTM C309, TYPE 1, CLASS A.
<br />FOLLOW MANUFACTURER'S INSTRUCTIONS- ACCEPTABLE PRODUCTS INCLUDE:
<br />A. MASTERBUILDERS "MASTERSEAL"
<br />B. BURKE "SPARTAN COTE"
<br />C. SONNBORN-CONTECH"KURE-N-SEAL
<br />NOTE: CONFIRM THAT CURING COMPOUND WILL NOT INTERFERE WITH THE BONDING
<br />OF ANY APPLIED FLOOR SURFACES.
<br />12. IT IS RECOMMENDED THAT SLABS BE POURED IN CHECKERBOARD PATTERNS OR LONG
<br />STRIPS WITH TRANSVERSE CUTS TO MINIMIZE HYDRATION/SHRINKAGE CRACKING.
<br />STRUCTURAL WOOD FRAMING NOTES:
<br />I . ALL STRUCTURAL WOOD FRAMING SHALL CONFORM TO "THE NATIONAL DESIGN
<br />SPECIFICATION FOR WOOD CONSTRUCTION-, (LATEST EDITION), BY THE NATIONAL FOREST
<br />PRODUCTS ASSOCIATION.
<br />2. ALL STRUCTURAL LUMBER SHALL BE (AS A MINIMUM) "SOUTHERN PINE-, NO. 2 (OR BETTER),
<br />(EXCEPT FOR 2X10's &12s, WHICH SHALL BE NO. 1), COMMERCIAL GRADE, SURFACED DRY
<br />AND USED AT 19% MOISTURE CONTENT. (UNLESS OTHERWISE NOTED.)
<br />3. THE FOLLOWING SHALL BE THE MINIMUM DESIGN VALUES FOR STRUCTURAL LUMBER USED
<br />IN THIS PROJECT. USE NO. 1 (OR BETTER) WHERE REQUIRED FOR SPECIFIC MEMBER SIZES
<br />TO PROVIDE THE SPECIFIED MINIMUM DESIGN VALUES INDICATED BELOW. CLUMBER- IS
<br />INTENDED TO MEAN "DIMENSION" SAWN LUMBER AND "BEAMS AND STRINGERS-.)
<br />A. Fb = 1200 P.Sl (EXTREME FIBER BENDING STRESS)
<br />B_ Fv = 175 P.S.I. (HORIZONTAL SHEAR STRESS)
<br />C. Fc = 1000 P.S.I. (COMP. STRESS PARALLEL TO GRAIN)
<br />D. E = 1600 K.S.I. (MODULUS OF ELASTICITY)
<br />4. ALL STRUCTURAL WOOD IN CONTACTWITH CONCRETE OR MASONRY AND (OR) HAVING
<br />EXTERIOR EXPOSURE, SHALL BE PRESSURE TREATED TO ELIMINATE THE POSSIBILITY OF
<br />DETERIORATION.
<br />5. ALL METAL HARDWARE AND FASTENERS USED IN MAKING LUMBER CONNECTIONS SHALL
<br />BE HOT DIP GALVANIZED AFTER FABRICATION.
<br />NOTE: CONNECTION HARDWARE USED FOR WOOD WHICH IS CHEMICALLY TREATED FOR
<br />FIRE RETARDATION SHALL BE FABRICATED FROM STAINLESS STEEL. CARE MUST
<br />BE TAKEN WITH ANY OTHER MATERIAL WHICH MAY COME INTO CONTACT WITH
<br />CHEMICALLY TREATED WOOD.
<br />6. ALL PRE-ENGINEERED, PRE -FABRICATED TIMBER CONNECTORS SHALL BE HOT DIP
<br />GALVANIZED AFTER FABRICATION.
<br />(REFER TO NOTE (5.), ABOVE REGARDING CONNECTORS USED FOR CHEMICALLY TREATED
<br />FIRE RETARDANTWOOD.)
<br />7. UNLESS NOTED OTHERWISE, PROVIDE SOLID BRIDGING (SIZE TO MATCH MEMBER) OR I X 3
<br />'X"BRIDGING AT INTERVALS NOT TO EXCEED (THE DEPTH OF THE MEMBER X 12) OR 8--o..
<br />WHICHEVER IS THE LESSER INTERVAL.
<br />8. PROVIDE SOLID BLOCKING (SIZE TO MATCH MEMBERS) BETWEEN MEMBERS AT ALL
<br />SUPPORT POINTS.
<br />9. UNLESS OTHERWISE NOTED ON THE DRAWINGS, THE MINIMUM FASTENING REQUIREMENTS
<br />SHALL BE AS SET FORTH BY TABLE 2304.10.1, -FASTENING SCHEDULE-, OF THE FLORIDA
<br />BUILDING CODE 67' ED. (2017).
<br />10. SHEATHING SHALL BE AS SPECIFIED ON THE PLANS (15132 MIN) AND SHALL BE AS FOLLOWS
<br />A. THE SHEATHING SPECIFIED ON PLAN IS THE MINIMUM THICKNESS REQUIRED TO MEET
<br />THE SPECIFIED DESIGN LOADS. ARCHITECTURAL SPECIFICATION$ OR HIGHER
<br />PERFORMANCE DESIRES MAY REQUIRE THICKER SHEATHING.
<br />B. NOMINAL PANEL THICKNESSES ON PLAN AE TO BE AS FOLLOWS
<br />a. 15/32 (.469"MIN THICKNESS) -32/16 SPAN RATING
<br />b. 19/32 (.594 MIN THICKNESS) -40120 SPAN RATING
<br />c. 23/32 (.719 MIN THICKNESS) -48124 SPAN RATING
<br />C. ALL SHEATHING IS TO BE APA RATED
<br />I 1. TYPICAL ROOF DECK SHEATHING (DIAPHRAGM) FASTENING REQUIREMENTS SHALL BE AS
<br />FOLLOWS:
<br />A. ALL FASTENERS SHALL BE 10d GALVANIZED COMMON WIRE MAILS.
<br />B. SPACING OF NAILS AT ALL DIAPHRAGM BOUNDARIES SHALL NOT EXCEED 4 INCHES ON
<br />CENTER (PROVIDE CON11NUOIJS BLOCKING ALONG PERIMETER OF ROOF DECK).
<br />C. SPACING OF NAILS ALONG ALL SUPPORTING MEMBERS OF INDIVIDUAL SHEETS OF ROOF
<br />DECK WITHIN 8 FEET OF CORNERS OF ROOF AND WITHIN 8 FEET OF CORNERS OF RIDGE
<br />SHALL NOT EXCEED 4 INCHES ON CENTER.
<br />D. SPACING OF NAILS AT SUPPORTED EDGES ALONG THE PERIMETER OF EACH SHEET OF
<br />ROOF DECK SHALL NOT EXCEED 6 INCHES ON CENTER.
<br />E. SPACING OF NAILS AT INTERIOR OF SHEETS AT ALL INTERMEDIATED SUPPORTING
<br />MEMBERS SHALL NOT EXCEED 6 INCHES ON CENTER.
<br />F. PLACE INDIVIDUAL PLYWOOD SHEATHING SHEETS SO AS TO STAGGER JOINTS BETWEEN
<br />ADJACENTSHEETS IN ONE DIRECTION. (SIMILAR TO -RUNNING BOND- PATTERN IN
<br />MASONRY).
<br />12. ALL MUL11 MEMBER"BUILT UP"WOOD ELEMENTS SHALL BE FASTENED TOGETHER WITH
<br />FULL GLUE AND NAILING TO FORM A SINGLE SOLID COMPOSITE STRUCTURAL ELEMENT.
<br />THIS INCLUDES; (BUT IS NOT LIMITED TO), BEAMS, COLUMNS, HEADERS, MULTIPLE STUD
<br />ELEMENTS, PLATES AT TOP AND BOTTOM OF STUD WALLS, ETC.
<br />13. ALL ROOF JOISTS, RAFTERS AND TRUSSES SHALL BE SECURELY FASTENED TO THEIR
<br />SUPPORTING MEMBERS WITH HURRICANE STRAPS. PROPOSED STRAP SHALL BE
<br />SUBMITTED TO AND APPROVED BY THE ENGINEER OF RECORD. SUBMITTAL DATA SHALL
<br />INCLUDE THE MANUFACTURER'S CATALOG SHEET AND INDICATED ALLOWABLE WORKING
<br />LOAD WITH PROPOSED FASTENERS. WORKING LOADS SHALL BE SUPPLIED FOR UPLIFT AS
<br />WELL AS FOR TRANSVERSE LOADS BOTH PARALLEL TO AND PERPENDICULAR TO THE
<br />WIDTH OF THE STRAP. "DEEMED TO COMPLY ANCHOR" BY HUGHES MANUFACTURING INC.
<br />OR HETAL 20, -EMBEDDED TRUSS ANCHOR" BY SIMPSON STRONGTIE CO. INC., ARE RATED
<br />ACCORDINGLY. THE MINIMUM SHALL BE 1 INCH WIDE X 14 GAGE THICK GALVANIZED STRAP.
<br />LENGTH SHALL BE SUFFICIENT TO WRAP ACROSS TOP OF MEMBER (TOP CHORD OF TRUSS)
<br />AND DOWN FULL LENGTH OF OPPOSITE SIDE,
<br />NOTE: HURRICANE STRAPS SHALL BE PLACED SO AS TO HAVE NO KINKS OR BENDS
<br />(WHICH WILL PERMIT UPLIFT OF TRUSS, JOIST OR RAFTER PRIOR TO STRAP
<br />RESISTING SUCH UPLIFT) BETWEEN ANCHORAGE AT TRUSS AND ANCHORAGE AT
<br />SUPPORT -
<br />NOTE: UNLESS OTHERWISE NOTED, PROVIDE ONE HURRICANE STRAP AT EACH SUPPORT
<br />POINT FOR EACH PLY OF ALL GIRDER TRUSSES.
<br />14. PRE-ENGINEERED, PRE -FABRICATED WOOD TRUSSES SHALL BE DESIGNED BY A
<br />STRUCTURAL ENGINEER OF FLORIDA. DESIGN CALCULATIONS AND ALL SHOP DRAWINGS
<br />SHALL BEAR HIS SIGNATURE AND SEAL. SEE"TRUSS SHOP DRAWING NOTES"FOR
<br />ADDITIONAL INFORMATION.
<br />WOOD ROOF TRUSS BRACING AND ERECTION NOTES:
<br />1 . ALL BRACING SHOWN OR DESCRIBED SHALL BE ,(AS A MINIMUM), A NOMINAL 2X4
<br />CONTINUOUS, HAVING A MINIMUM CONNECTION OF (2) 16d GALVANIZED COMMON NAILS
<br />INTO EACH TRUSS WITH WHICH IT MAKES CONTACT.
<br />2. ALL LATERAL BRACING, AS MAY BE REQUIRED BY DESIGN TO REDUCE BUCKLING LENGTH
<br />OF INDIVIDUAL TRUSS MEMBERS, SHALL BE A PART OF THE WOOD TRUSS DESIGN. ALL
<br />REQUIRED TRUSS MEMBER BRACING, INCLUDING; BRACING MEMBER SIZE, EXACT
<br />LOCATION AND CONNECTION REQUIREMENTS, SHALL BE CLEARLY INDICATED ON THE
<br />SHOP FABRICATION AND ERECTION DRAWINGS PREPARED BY THE FABRICATOR'S
<br />ENGINEERING DEPARTMENT.
<br />3. ALL TRUSS TOP CHORDS SHALL BE CONTINUOUSLY BRACED BY THE ROOF DECKING.
<br />4. ROOF TRUSSES SHALL BE DESIGNED FOR ALL UPLIFT FORCES REQUIRED BY THE 2017
<br />EDITION OF THE FLORIDA BUILDING CODE, INCLUDING LATESTADOPTED REVISIONS.
<br />BOTTOM CHORDS SHALL BE DESIGNED WITH DUE CONSIDERATION FOR THE POSSIBILITY
<br />OF BECOMING COMPRESSION MEMBERS UNDER MAXIMUM DESIGN WIND VELOCITY
<br />CONDITIONS. ALL TRUSS BOTTOM CHORDS SHALL BE BRACED AT INTERVALS NOT
<br />EXCEEDING 4'-O"O.C. THE CALCULATIONS PERFORMED BY THE TRUSS FABRICATORS
<br />STRUCTURAL ENGINEER MAY INDICATE THE NECESSITY OF MORE CLOSELY SPACED
<br />BOTTOM CHORD BRIDGING, WHICH SHALL BE INCLUDED IN THE BASE BID. ALL REQUIRED
<br />BOTTOM CHORD MEMBER BRACING REQUIREMENTS SHALL BE CLEARLY INDICATED ON THE
<br />SHOP FABRICATION AND ERECTION DRAWINGS PREPARED BY THE FABRICATOR'S
<br />ENGINEERING DEPARTMENT.
<br />5. SUCH TEMPORARY ERECTION BRACING, AS IS REQUIRED TO MAINTAIN LATERAL STABILITY
<br />& STRUCTURAL INTEGRITY OF THE WOOD TRUSS SYSTEM AND SITE SAFETY DURING
<br />ERECTION IS THE SOLE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND HIS
<br />SUBCONTRACTORS.
<br />6. ALL HORIZONTAL BRACING SHALL BE STIFFENED AT 2T-D"O.C. WITH EITHER:
<br />A. DIAGONAL BRACING EXTENDED TOA SHEARWALL PARALLEL TO THE ORIGINAL
<br />BRACING�
<br />B. A 1/2" SHEET OF PLYWOOD EXTENDED TO THE ROOF DECK OR A SHEARWALL.
<br />7. BRACI NG OF WOOD TRUSS ES SHALL BE ACCOMPLISHED I N STRICT ACCORDANCE WITH THE
<br />DOCUMENT, "BRACING WOOD TRUSSES", LATEST EDITION, AS PREPARED BY THE TRUSS
<br />PLATE INSTITUTE.
<br />8. HANDLING AND ERECTION OF WOOD TRUSSES SHALL BE ACCOMPLISHED IN STRICT
<br />ACCORDANCE WITH THE DOCUMENT, "HANDLING AND ERECTING WOOD TRUSSES", LATEST
<br />EDITION, AS PREPARED BY THE TRUSS PLATE INSTITUTE.
<br />.FuRR
<br />PT
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<br />S, V,
<br />WEGMAN
<br />ARCHITECTS, P.A.
<br />625 EAST ORANGE ST.
<br />LAKELAND, FL 33801
<br />E-MAIL: FWARCHIP
<br />FURRANDWEGMAN.COM
<br />TEL 863 688 1 21 1
<br />FAX 863 688 1473
<br />@ COPYRIGHT 20`19 FURR & WEGMAN ARCHITECTS, RA
<br />THE DESIGN AND CONCEPTS DEPICTED HEREWITH ARE THE
<br />SOLE PROPERTY OF FURR & MGMAN ARCHITECTS, PA
<br />NO REPRODUCTION , REVISION, OR REUSE OF THIS
<br />DRAWING IS AUTHORIZED VWTHOUT SPECIFIC ARITTEN
<br />PERMISSION, ALL RIGHTS RESERVED.
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