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DESIGN LOADS:
<br />CAST IN PLACE CONCRETE NOTES:
<br />BUILDING CODE: 201 0 EDITION OF FLORIDA BLDG. CODE.
<br />SPECIAL INSPECTION REQUIREMENTS: NO
<br />DESIGN WIND LOADING CRITERIA.
<br />CODE: ASCE7-10
<br />DESIGN BASE WIND SPEED: V(ult) = 148 MPH (3 SEC. GUST)
<br />V(asd) = 11 5 MPH (3 SEC. GUST)
<br />EXPOSURE CATEGORY "B"
<br />INTERNAL PRESS COEFF. = +f-0,18
<br />BUILDING ENCLOSURE CATEGORY = ENCLOSED
<br />BUILDING RISK CATEGORY = CATEGORY IV (FIRE STATION)
<br />COMPONENT AND CLADDING DESIGN PRESSURES:
<br />EVIDENCE SHALL BE SUBMITTED WHICH DOCUMENTS THAT THE GLAZING AND OTHER
<br />STRUCTURES WHICH ENCLOSE OPENINGS IN THE BUILDING ENVELOPE (DOORS, WINDOWS,
<br />LOUVERS, STOREFRONTS, CURTAINWALLS, SKYLIGHTS, ETC.) HAVE BEEN TESTED
<br />SUCCESSFULLY (HAVE SURVIVED FULL SCALE TESTING BY AN ACCREDITED TESTING
<br />LABORATORY) TO CONFIRM THAT THE GLAZING AND CONNECTIONS (FASTENING OF THE
<br />GLAZING TO THE BUILDING FRAME) MEET THE CRITERIA OF THE 201 0 FLORIDA BUILDING
<br />CODE AND THE FOLLOWING
<br />GRAVITY DESIGN LOADS:
<br />DEAD I OADS*
<br />ROOF STRUCTURE = 15 PSIF
<br />LIVE LOADS:
<br />ROOF - 20 PSF
<br />EXTENT OF STRUCTURAL ANALYSIS:
<br />THE STRUCTURAL ANALYSIS AND DESIGN PERFORMED ON THIS PROJECT BY WEBER AND
<br />TINNEN, P.A , STRUCTURAL ENGINEERS WAS LIMITED TO THAT AREA AND SPECIFICALLY
<br />INCLUDED ONLY THOSE ELEMENTS WHICH WERE DIRECTLY EFFECTED BY THE MODIFICATIONS
<br />REQUIRED TO ADAPT THE EXISTING BUILDING TO SUIT THE OWNER'S REQUIREMENTS AND
<br />CHANGES. NO OTHER STRUCTURAL ANALYSIS OF THE EXISTING BUILDING STRUCTURE(S) WAS
<br />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 SUCH TO THE
<br />ATTENTION OF THE ARCHITECT. DUE CARE WAS EXERCISED IN THE RESEARCH AND
<br />PREPARATION OF THESE DOCUMENTS. BUT AS IS OFTEN THE CASE IN RENOVATION AND
<br />RETROFIT PROJECTS, SOME EXISTING CONDITIONS REPRESENTED BY THE AVAILABLE
<br />ORIGINAL DESIGN AND CONSTRUCTION DOCUMENTS MAY VARY FROM WHATWAS ACTUALLY
<br />CONSTRUCTED. IMMEDIATE NOTIFICATION OF TI iE 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 />NOTE: IT IS ANTICIPATED THAT THEREWILL BE ADDITIONAL CONDITIONS THAT HAVE NOT BEEN
<br />SPECIFICALLY ADDRESSED BYTHE STRUCTURAL DOCUMENTS. GENERALLYA SIMILAR
<br />CONDITION WILL HAVE BEEN ADDRESSED STRUCTURALLY AND AN EXISTING
<br />CORRECTION DETAIL CAN BE APPLIED TO THE CONDITION IN QUESTION. IF THE
<br />REPAIR CANNOT BE CONSIDERED SIMILAR TO AN EXISTING CORRECTION DETAIL, THE
<br />CONSTRUCTION MANAGER SHALL CONTACT THE ARCH ITECT/ENGI NEER AND REQUEST
<br />THAT THE CONDITION BE OBSERBED AND THAT A NEW CORRECTION DETAIL BE
<br />PREPARED TO SPECIFICALLY ADDRESS THE CONDITION.
<br />TYPICAL STRUCTURAL CONDITIONS THAT MUST BE REPAIRED/CORRECTED:
<br />1. THE CONTINUITY OF THE EXISTING POURED IN PLACE CONCRETETIE BEAM MUST BE
<br />RE-ESTABLISHED AT ANY LOCATION WHERE SUCH CONTINUITY HAS BEEN INTERRUPTED.
<br />THIS MAY INCLUDE LOCATIONS WHERE THE BEAM WAS CUT OR CHIPPED AWAY TO
<br />FACILITATE THE PASSAGE OF DUCTWORK, CRACKING IN THE BEAM DUE TO THE
<br />EX PAN SION/CONTRACTI ON AT A SECTION OF REDUCED DEPTH, ETC.
<br />NOTE: WHERE A PENETRATION WAS SPECIFICALLY FORMED INTO THE ORIGINAL CONCRETE
<br />BEAM POUR AND WHERE (IN ADDITION) THERE IS NO EVIDENCE OF CRACKING OR
<br />OTHER DISTRESS IN THE VACINITY OF THE OPENING IN THE BEAM, SUCH REPAIR
<br />SHOULD NOT BE REQUIRED.
<br />2. CRACKING OR SPALLING OF CONCRETE AT STRUCTURAL SUPPORTS FOR STEEL BEAMS OF
<br />BAR JOISTS.
<br />3, WHEREVER NEW DUCT OPENINGS ARE TO RE CUT INTO THE MASONRY WAL I BELOW THE
<br />EXISTING REINFORCED CONCRETE TIE BEAM:
<br />A� SUCH OPENINGS SHALL NOT OCCUR BELOW THE SUPPORT POINT FOR EXISTING
<br />CONCRETE BEAMS, STEEL BEAMS OR CHANNELS OR STRUCTURAL STEEL BAR JOISTS
<br />WITHOUT THE ERECTION OF SUPPLEMENTARY STRUCTURAL STEEL CHANNELS TO
<br />REINFORCE THE EXISTING TIE BEAM, SINCE THE LAP LOCATIONS AND THE LAP
<br />LENGTHS OF THE REINFORCING IN THE TIE BEAMS IS UNKNOWN.
<br />B. WHERE DUCT PENETRATIONS ARE ADJACENT TO ONEANOTHER, EITHER NEW OR E
<br />EXISTING, f HE COLUMN/PIER SECTION BETWEEN ADJACENT DUCI OPENINGS SHALL
<br />NOT BE LESS TI IAT 7 5/8" WIDE X 16 INCHES LONG WITH ONE NO. 6 BAR VERTICAL IN
<br />EACH CELL SOLID GROUTED IN PLACE. DOWELS SHALL BE DRILLED 8 INCHES INTO THE
<br />FOUNDATION AND THE TIE BEAM AND SHALL BE EPDXIED IN PLACE.
<br />4. EXISTING MASONRY OPENINGS ORIGINALLY PROVIDED FOR DUCTWORK, WHICH ARE NO
<br />LONGER REQUIRED TO REMAIN OPEN, MUST BE SOLIDLY INFILLED WITH CONCRETE
<br />MASONRY PURSUANT TO INFILL DETAILS PROVIDED.
<br />GENERAL CONSTRUCTION NOTES:
<br />1. THE CONTRACTOR SHALL CAREFULLY STUDY AND COMPARE THE CONTRACT DOCUMENTS.
<br />THEY SHALL BE RESPONSIBLE FOR THE FIELD COORDINATION OF ARCHITECTURAL,
<br />STRUCTURAL, CIVIL, MECHANICAL AND ELECTRICAL TRADES, INCLUDING THE
<br />DETAILS AND THE DIMENSIONS. ANY DISCREPANCIES BETWEEN DRAWINGS, DETAILS,
<br />DIMENSIONS, ETC., SHALL BE BROUGHT 70 THE ATTENTION OF THE ARCHITECT
<br />IMMEDIATELY UPON DISCOVERY AND PRIOR TO COMMENCING CONSTRUCTION OF THE
<br />AFFEC I ED AREA. DO NO I SCALE DRAWINGS FOR DIMEN61ONS NOT PROVIDED. REFER I 0
<br />THE ARCHITECTURAL DRAWINGS FOR ANY DIMENSIONS NOT PROVIDED ON THE
<br />STRUCTURAL 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 />4. SECTIONS AND DETAILS ON THE DRAWINGS ARE INTENDED TO BE TYPICAL AND SHALL
<br />APPLY AT ALL SIMILAR LOCATIONS, UNLESS OTHER SECTIONS AND DETAI LS 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 13 A CONFLICT WITHIN THE SPECIFICATIONS
<br />THE HIGHER QUALITYAND/OR GREATER QUANTITY OF THE CONFLICTING OPTIONS SHALL
<br />GOVERN. IMMEDIATELY AFTER THE DISCOVERY OF SUCH SITUATIONS, THE
<br />CONTRACTOR SHALL CONTACT THE ARCHITECTIENGI NEER FOR GUIDANCE. THE
<br />ARCHITECT/ENGI NEER IS AND SHALL REMAIN THE FINAL AUTHORITY FOR I NTERPR ETATION
<br />OF THE DOCUMENTS IN SITUATIONS OF CONFLICT.
<br />6. REFER TO THE ARCHITECTURAL DRAWINGS FOR FINISHED FLOOR ELEVATIONS, SLOPES
<br />AND LOCA I ION OF DEPRESSED AREAS.(_;OM PARE VVI I H STRUCTURAL PLANS AND DETAILS
<br />AND REPORT ANY DISCREPANCIES TO TI IE ARCHITECT PRIOR TO FABRICATION OR
<br />INSTALLATION OF STRUCTURAL WORK.
<br />7. ALL MATERIALS AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE 2010 EDITION OF
<br />THE FLORIDA BUILDING CODE AND THE WRITTEN SPECIFICATION BOOKLET ISSUED WITH
<br />THE DRAWINGS.
<br />S. 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 CONTRACT OR TO DETERMI NE ERECTION
<br />PROCEDURE, MEANS, METHODS AND SEQUENCE OF CONSTRUCTION. IT IS THE SOLE
<br />RESPONSIBILITY OF TFIF CONTRACTOR TO ENSURE THE STRUCTURAL STABILITY OF THE
<br />BUILDING AND 17S 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 VERIFYALL 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/CR
<br />UNDERPINNING. THE DESIGN OF ANY REQUIRED FORMWORK, SHORING, RESHORING,
<br />UNDERPINNING, ETC., SHALL BE PROVIDED BY A PROFESSIONAL ENGINEER CURRENTLY
<br />REGISTEREDIN I HE SIAIE 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 />ARCHITECT AND RESPONSIBLE BUILDING AUTHORITY.
<br />13. THE CONTRACTOR HAS THE FULL RESPONSIBILITY FOR PROVIDING ANY AND ALL BRACING
<br />NECESSARY TO MAINTAIN STABILITY AND STRUCTURAL INTEGRITY OF WALLS DURING
<br />CONSTRUCTION. RETAINING WALLS (IF ANY) SHALL BE BRACED PRIOR TO AND DURING ALL
<br />COM PACTI NG AN D BACKFI LLI NG OPERATI ONS.
<br />14. NO MODIFICATION OF ANY STRUCTURAL MEMBER SHALL BE PERMITTED WITHOUT FIRST
<br />OBTAINING NOTIFICATION IN WRITING FROM THE STRUCTURAL ENGINEER THAT SUCH
<br />N40DIFICATION IS PERMISSIBLE. THIS INCLUDES ANY MODIFICATION WHICH MAY
<br />ADVERSELY AFFECT THE STRENGTH OF THE MEMBER.
<br />SHOP DRAWING SUBMITTALS:
<br />SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE
<br />STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO MAKE
<br />CERTAIN THAT ALL CONSTRUCTION IS IN FULL AGREEMENTWITH THE LATEST STRUCTURAL
<br />DRAWINGS. REVIEW OF SHOP FABRICATION AND ERECTION DRAWINGS BY THE ARCHITECT AND
<br />STRUCTURAL ENGINEER IS FOR COORDINATION OF REVISIONS, INTERPRETATION REQUESTS
<br />AND FOR VERIFICATION OF THE FABRICATOR'S UNDERSTANDING OF MAJOR DESIGN
<br />REQUIREMENTS. IT IS 1 HE RL6PONSIBILI FY OF THE CONTRACTOR TO APPROVE FOR SAME AS
<br />ABOVE AND, IN ADDITION, TO REVIEW FOR DETAIL DESIGN REQUIREMENTS AND DIMENSIONS.
<br />A/E REVIEW WILL 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. AlE REVIEW WILL NOT COMMENCE UNTIL ALL OF THE FCLLOWI NG REQUIREMENTS
<br />ARESATISFIEDI
<br />1. ALL SUBMITTALS SHALL INCLUDE ONE SET OF REPRODUCIBLES & TWO SETS OF PRINTS FOR
<br />REVIEW AND FILE IN AfE OFFICE. THE REPRODUCIBLES WILL BE MARKED TO INDICATE ANY
<br />NOTED DISCREPANCIES AND/OR ERRORS. THE REPRODUCIBLES WILL BE RETURNED TO THE
<br />CONTRACTOR FOR PRINTING OF DISTRIBUTION SETS.
<br />NOTE: SUBMITTALS MADE IN ANY FORM OTHER THAN THAT REQUESTED WILL BE REJECTED
<br />AND RETURNED TO THE CONTRACTOR WITHOUT ANY REVIEW. A PROPER SUBMITTAL
<br />WILL BE REQUESTED AND NO ACTION WILL BETAKEN UNTIL A rRorER SUBMITTAL IS
<br />RECEIVED.
<br />NOTE FAXED OR E-MAILED SUBMITTALS ARE UNACCEPTABLE AND WILL NOT BE REVIEWED.
<br />NOTE ANY DELAYS CAUSED RY IMPROPER SUBMITTALS WILL BE THE SOLE RESPONSIBILITY
<br />OF THE CONTRACTOR.
<br />2. SHOP DRAWINGS SHALL NOT BE PREPARED UTILIZING REPRODUCTIONS OF THE CONTRACT
<br />DOCUMENTS. SUCH SUBMITTALS WILL BE RETURNED WITHOUT ANY REVIEW AND WILL
<br />REQUIRE RESUBMITTAL.
<br />3. SUBMITTED DRAWINGS MUST BE COMPLETE, NOT PROGRESS PRIN-1 SI SUBMIT -FED
<br />DRAWINGS MUST HAVE BEEN CHECKED, APPROVED, DATED, AND INITIALED BY BOTH THE
<br />DETAILER AND THE PERSON IN RESPONSIBLE CHARGE OF FINAL REVIEW AND APPROVAL OF
<br />THE SHOP DRAWINGS IN THE FABRICATORS OFFICE.
<br />4. THE CONTRACTOR SHALL HAVE REVIEWED AND APPROVED THE SHOP DRAWINGS PRIOR TO
<br />SURMITTING FOR A/E REVIEW THF PROJECT MANAGER SHALL INDICATE (EITHER RY COVER
<br />LETTER OR BY WRITTEN STATEMENT ON EACH SHEET OF DRAWINGS SUBMITTED)
<br />FOLLOWING NOTE:
<br />"THESE SHOP DRAWINGS AND ALL WORK TO BE PERFORMED MEET OR EXCEED THE
<br />REQUIREMENTS OF THE CONTRACT DOCUMENTS IN ALL RESPECTS". STATEMENT
<br />SHALL BE SIGNED AND DATED BYTHE PROJECT MANAGER.
<br />5. SUBMITTALS SHALL PROVIDE FOR AT LEAST FOURTEEN (14) WORKING DAYS IN THE
<br />ENGINEERS OFFICE FOR REVIEW. FOURTEEN DAYCLOCKWILL NOT START UNTIL RECEIPT
<br />OF PROPER SUBMI I IAL. PHASED SUBMITTALS AND SMALLER PACKAGES ARE MORE EASILY
<br />AND QUICKLY RETURNED.
<br />6. NOTE THAT THE CONTRACTOR'S (OR SUB -CONTRACTOR'S) FAILURE TO SUBMIT SHOP
<br />DRAWINGS IN A TIMELY MANNER (PROVIDING FOR THE REQUIRED REVIEW TIME IN THE
<br />ENGINEER'S OFFICE) WILL NOT CONSTITUTE AN EMERGENCY AND AN IMMEDIATE
<br />REVI EW BY THE ENGINEER!
<br />THE CONTRAC70R AND SUB -CONTRACTORS SHALL ASSUME FULL RESPONSIBILITY,
<br />UNRELIEVED BY REVIEW OF SHOP DRAWINGS AND DOCUMENTS, FOR: DIMENSIONS:
<br />HER TRADES' FABRICATION PROCESSES- CONSTRUCTION TECHNIQUES,
<br />SAFETY CONDITIONS; AND FULFILLING DETAIL REQUIREMENTS'OFTHEIR CONTRACT.
<br />GENERAL SPREAD FOOTING FOUNDATION NOTES:
<br />1. THE DESIGN SCIIJIFOUNDATION CONTACT PRESSURE = 1500 PSF. IF DURING THE
<br />EXCAVATION, THE CONTRACTOR OBSERVES ANYTHING THATWOULD INDICATE POOR SOIL
<br />BEARING CONDITIONS, IT MAY BE NECESSARYTO HAVE THE ASSUMMED BEARING
<br />PRESSURE SHALL BE VERIFIED BY AT LEAST ONE 25 FEET DEEP STANDARD PENETRATION
<br />TEST BORINGS AND A GEOTECHNICAL REPORT PERFORM ED/PREPARED BY A
<br />GEOTECHNICAL ENGINEER HOLDING CURRENT REGISTRATION IN THE STATE OF FLORIDA
<br />AS A PROFESSIONAL ENGINEER. THE REPORT SHALL BE SIGNED AND SEALED BY THE
<br />GEOTECHNICAL P.E. TI IE 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 70 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 PLACIECONCRETE SHALL HAVETHE FOLLOWING MINIMUM 28 DAY ULTIMATE
<br />COMPRESSIVE STRENGTH:
<br />A. FOUNDATIONS - fc = 3000 PSI.
<br />B. COLUMNS AND (OR) PEDESTALS - f'c = 4000 PSI.
<br />C. BEAMS - f'c = 4000 PSI.
<br />4. THE CONTRACTOR SHALL RETAIN AN INDEPENDENT TESTING LABORATORY TO PERFORM
<br />THE FOLLOWING TESTS:
<br />A. ONE DENSITYTEST FOR EACH 1500 SQUARE FEET OF COMPACTED SUBGRADE OR
<br />COMPACTED FILL.
<br />B. ONE DENSITY TEST AT EACH COLUMN FOOTING.
<br />C. ONE DENSITYTEST FOR EACH 25 FEET OFWALL FOOTING.
<br />D. SEECAST IN PLACE CONCRETE NOTES FOR CONCRETETESTING REQUIREMENTS.
<br />ONE COPYOFALL TEST REPORT RESULTS SHALL BE SENT DIRECTLY TO THE ARCHITECT,
<br />STRUCTURAL ENGINEER, OF-CFECHNICAL ENGINEER AND GENERAL CONTRACTOR.
<br />5, ALL REINFORCING BAR SHALL RIF G)RADFfy = 60 KSI AND SHALL MFFTASTM SPECIFICATION
<br />A-615 (Sl).
<br />6. ALL FOUNDATION REBAR LAPS SHALL BE AS SCHEDULED ON THE DRAWINGS 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 2010 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. TOLERANCIEFORTHE
<br />ACCEPTABILITY OF PLACEMENT OF FOUNDATIONS, ANCHOR BOLTS, COLUMN DOWELS,
<br />WALLDOWELS, ETC., SHALL BE GOVERNED BY THE APPROPRIATE AISC, ACI AN D/OR
<br />BUILDING CODES PROVISIONS.
<br />1 . CAST IN PLACE CONCRETE WORK INCLUDES REINFORCING STEEL AND RELATED WORK
<br />SHOWN INCLUDING FORMWORK, SE71NG 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 11 7 "STANDARD TOLERANCES FOR CONCRETE CONSTRUCTION AND MATERIALS"
<br />B. ACI232.11R "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 CONSOLI DATION OF CONCRETE"
<br />K� ACI 311 "RFCOMMFNDED PRACTICE FOR CONCRETE INSPECTION"
<br />L. ACI 316 DETAILS AND DETAILING OF CONCRETE REINFORCEMENT"
<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.0) AND SHALL BE BATCHED, MIXED AND
<br />TRANSPORTED IN ACCORDANCEWITH ASTM C94,"THE SPECIFICATIONS FOR READY MIX
<br />CONCRETE".
<br />NOTE: THE CONCRETE SHALL BE PLACED W17HIN 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 PROPOIFIRTIES, 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 (MAXIMUM
<br />AGGREGATE SIZE: FOUNDATIONS - #57, ALL OTHER CONCRETE STRUCTURAL ELEMENTS
<br />- *67.
<br />C. Al R ENTRAI NI NG AGENT SHALL MEET ASTM. C-260
<br />D. WATER REDUCING: AS-1 M 0494, 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 DETAILING 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 13E
<br />ADDEDTO THE MIX AFTER LEAVING THE BATCH PLANT.
<br />H. FLY -ASH: ASTM C618, CLASS F, 20% MAXIMUM BY WEIGHT. DO NOT USE FOR EXPOSED
<br />SLABS FOR ARCHITECTURAL CONCRETE.
<br />I SUPER PLASTICIZER* ASTM C494, TYPE F OR G, WHERE ALJTHOR17ED 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 rsi
<br />COLUMNS: 4000 PSI
<br />TIE BEAMS: 4000 PSI
<br />BEAMS. 4000PSI
<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 PCUNDS/CUBIC YARD
<br />E. WATER CEMENT RATIO BY WEIGHT (NOT TO EXCEED D.60 EVERYWHERE EXCEPT SLAB
<br />ON GRADE W/C = 0.5)
<br />F. CEMENT TYPE OF MANUFACTURER
<br />G. SLUMP RANGE
<br />H AIR CONTFNT
<br />1. ADMIXTURE TYPE AND MANUFACTURER
<br />J. PERCENT ADMIXTURE BY WEIGHT
<br />K. HISTORICAL PERFORMANCE STRENGTH TEST DATA REQUIREDTO ESTABLISH MIX
<br />DESIGN.
<br />5. THE CONTRACTOR SHALL RETAIN THE SERVICES OF A QUALIFIED ACCREDITED TESTING
<br />LABORATORYTO PERFORM THE FOLLOWING TESTING SERVICES:
<br />A. SAMPLING PER ASTM. C-172
<br />NOTE: SAMPLING SHALL BETAKEN FROM THE POINT OF DELIVERY OF THE CONCRETE.
<br />IN OTHER WORDS IF A CONCRETE PUMP IS USED, 5AMPLIFS SHALL BE LAKEN FROM THE
<br />DISCHARGE END OF THE HOSE.
<br />R SLUMP PER ASTM C-143
<br />C. COMPRES,q; VE STRENGTH PER ASTM. C-31 & C-39. FOR EACH CLASS OF CONCRETE
<br />POURED, PROVIDE FOUR CYLINDERS FOR EACH 50 CUBIC YARDS OF
<br />CONCRETE OR FRACTION THEREOF. BREAK ONE CYLINDER AT (7) DAYS, TWO AT (28)
<br />DAYS AND HOLD THE REMAINING IN RESERVE IN CASE A 56 DAY TESTIS REQUIRED. A
<br />TEST RESULT IS CONSIDERED TO BE THE AVERAGE OF THE TWO CYLINDER BREAKS.
<br />ONE COPY OF ALL TEST RESULTS SHALL BE SENT DIRECTLY TO THE OWNER,
<br />ARCHITECT, STRUC I URAL ENGINEER AND GENERAL CON I RACIOR IMMEDIATELY UPON
<br />DETERMINATION OF RESULTS. FREQUENCY OF TESTING SHALL NOT BE LESS THAN
<br />ONCE A DAY WHEN CONCRETE IS POURED NOR LESS THAN ONCE FOR EACH 5000
<br />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-61 6 (Sl).
<br />B. SMOOTH DOWF1 S- ASTM A615, PLAIN BARS, MINIMUM YIELD STRENGTH OF 60 KSI
<br />C. WELDED WIRE FABRIC: CONFORM TOASTM. 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 />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 112 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.C.)
<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: 1 112" (2" FOR NO. 6 AND LARGER BARS)
<br />C. BEAMS: 1 112" (2" FOR NO. 6 AND LARGER BARS)
<br />D. WALLS. 1 112" (2" FOR NO. 6 AND LARGER BARS)
<br />E. SLABS: V (INTERIOR), 1 112" (EXTERIOR)
<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 REIN FORCING IN THE PROPER
<br />REQUIRED LOCATION WITHIN THE FORMWORK (AND MAINTAIN REINFORCING IN THE
<br />PROPER POSITICIN DURING CONCRETE PLACEMENT OPERATIONS AND UNDER THE
<br />APPLICATION OF CONSTRUCTION LOADS AND OPERATIONS). WHEREWIRE TYPE SUPPORTS
<br />AREUSED, 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 ISSUESARE 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 ANCHORSAT 161, O.C. TO
<br />CONNECT ADJACENT MASCNRYTO 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 ORIN
<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 AFFECTTHE 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.C.).
<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 />1 7 � PLACE A MINIMUM 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 />STIRRUP OR TIE (U.N.O.).
<br />19. VERTICAL AND HORIZONTAL REINFORCING INDICATED ON THE DRAWINGS SHALL BE
<br />DOWELED OJT 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. VERTICALWALL REINFORCING INDICATED ON THE DRAWINGS SHALL EXTEND FROM THE
<br />FOUNDATION, (OR PER NOTE NO. 19 ABOVE), TO THE TIE BEAM AT THETOP 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 ORIGINATES AND
<br />INTOTHE 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 OUT 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 63 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 AND/OR 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" FENSION 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 />CTION 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 30% SOLIDS LIQUID MEMBRANE
<br />FORMING CHEMICAL COMPOUND AND SHALL MEET ASTM. C-309. THEIGENERAL
<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� VVET CURING ]SAN 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 />PLAIN & REINFORCED MASONRY NOTES:
<br />1 AL L MASONRY WORK SHALL CONFORM TO ACI 530-OWASCIF 9-081TIVIS 402-08, "BUI LDI NG
<br />12. CONCRETE MASONRY WALLS SHALL BE BONDED AT ALL EXTERIOR AND INTERIOR
<br />INTERSECTING WALLS AND CORNERS BY OVERLAPPING COURSES (RUNNING BOND). THIS
<br />PROVISION APPLIES TO BOTH BEARI NG AND NON-BEARI NG WALLS. WALLS SU PPORTED BY
<br />SLAB HAUNCHES SHALL BE BONDED TO WALLS SUPPORTED BY FOOT] NGS WITH
<br />GALVANIZED "Z" STRAP (12 GAGE MIN.) ANCHORS AT 24 INCHES O.C. IN MORTAR JOINTS.
<br />13. ALL MASONRY HEAD AND END JOINTS SHALL BE FILLED SOLIDLYWITH MORTAR FOR A
<br />DISTANCE FROM THE FACE OF THE WALL OF NOT LESS THAN THE THICKNESS OF THE
<br />LONGITUDINAL FACE SHELLS.
<br />14. TO REDUCE LEAKAGE OF GROUT INTO ADJACENT VERTICAL CELLS, CROSSWEBS MUST BE
<br />FULLY BEDDED IN MORTAR AT ALL CELLS CONTAINING VERTICAL REINFORCING.
<br />NOTE: WHERE GROUTING TECHNIQUE WILL NOT REQUIRE (BY CODE) THE PLACEMENT
<br />OF CLEANOUT HOLES, MASONS SHALL EXERCISE SUCH MEASURES AS ARE
<br />NECESSARY TO KEEP CELLS CLEAN & FREE OF SOIL, SAND, MORTAR FINS
<br />(DROPPINGS), ETC., SO AS TO NOT INTERFERE WITH GROUTIFOUNDATION BOND
<br />AT GROUTED CELLS, SO AS TO NOT RESTRICT THE FLOW OF GROUT, AND SO AS
<br />TO PROVIDE A FULLY HOMOGENEOUSLY GROUTED CELL.
<br />15. PROVIDE A 3" HIGH X 4" WIDE CLEANOUT HOLE AT THE BASE COURSE OF ALL REINFORCED
<br />CELLS TO VERIFY PROPER GROUT PLACEMENT WHEREVER GROUT POUR HEIGHT EXCEEDS
<br />6-0" IN HEIGHT. REMOVE DEBRIS FROM CLEANOUT HOLE PRIOR TO CAPPING. GROUT
<br />POURS EXCEEDING 5'-O" IN HEIGHT SHALL BE PLACED IN INDIVIDUAL LIFTSWHICH SHALL
<br />NOT EXCEED 6-0" IN HEIGHT. GROUT POUR HEIGHTS SHALL NOT EXCEED 8!-O", DUE TO THE
<br />DIFFICULTY IN VIBRATING AND LENGTH OF AVAILABLE 3/4" 01A. HEAD LOW VELOCITY
<br />VIBRATORS. EACH LIFT MUST BE CONSOLIDATED AND RECONSOLIDATED AS INDICATED
<br />BELOW PRIOR TO PLACING THE NEXT LIFT. TERMINATE TOP OF GROUT POUR 1/2" BELOW
<br />TOP OF MASONRY UNITS TO PROVIDE SHEAR KEY FOR CONTINUED GROUTING.
<br />16. ALL GROUT PLACEMENT SHALL BE CONSOLIDATED IN PLACE TO INSURE SOLIDLY GROUTED
<br />ELEMENTS HAVING NO POCKETS, VOIDS, HONEYCOMB, ETC., BY USE OF A LCIW VELOCITY
<br />MECHANICAL VIBRATOR HAVING A 3/4" HEAD. GROUT SHALL BE RECONSOLIDATED WITHIN
<br />15 TO 30 MINUTES OF INITIAL POUR AND CONSOLIDATION TO ADJUST FOR WATER
<br />ABSORPTION INTO CM U'S.
<br />11. WH ERE GROUT PLAC EMEN I IS IN] ERRUPIED `-OR ONE HOUR OR MORE, THE LAST POUR
<br />MUST BE TERMINATED 1 1/2 INCHES BELOW THE TOP OF THE BLOCK TO PROVIDE A SHEAR
<br />KEY FOR CONTINUED GROUTING
<br />18. THE CONTRACTOR HAS THE FULL RESPONSIBILITY OF PROVIDING ANY AND ALL NECESSARY
<br />BRACING OF WALLS DURING CONSTRUCTION TO MAINTAIN STABILITY AND STRUCTURAL
<br />INTEGRITY. RETAINING WALLS, IF ANY, SHALL BE BRACED PRIOR TO AND DURING ALL
<br />BACKFILLING AND COMPACTING OPERATIONS.
<br />19. PROVIDE HORIZON IAL AND VERITCAL REINFORCING PER CON I RAO 1 DOCUMENTSAND
<br />SOLID GROUT FILLED CELLS AT ALL VERTICAL REINFORCING.
<br />NOTE: HORIZONTAL AND VERTICAL REINFORCING (REBAR) TO BE EMBEDDED IN
<br />GROUT SHALL BE PLACED AND HELD IN PROPER POSITION DURING GROUTING
<br />(BY MECHANICAL MEANS IF NECESSARY) SO AS TO ALLOW FOR A MINIMUM
<br />THICKNESS OF GROUT (CLEAR DISTANCE BETWEEN THE REINFORCING AND
<br />THE INSIDE FACE OF THE MASONRY UNIT) OF NOT LESS THAN 1/4 INCH FOR
<br />FINE GROUT AND NOT LESS THAN 112 INCH FOR COURSE GROUT.
<br />NOTE: VERTICAL CELLS SHALL BE GROUTED TO WITHIN% INCH OF THE BOTTOM OF
<br />BEAMS PRIOR TO THE PLACEMENT OF LONGITUDINAL BEAM REINFORCING.
<br />CELLS SHALL NOT BE GROUTED AS BEAM IS BEING POURED OR GROUTED!
<br />20. PROVIDE REINFORCING BAR LAP SPLICE LENGTHS AS SHOWN ON DRAWING SDII, IN
<br />ACCORDANCE WITH THE 2010 EDITION OF THE FLORIDA BUILDING CODE
<br />NOTE: IN BEAMS, TIE BEAMS, ETC, PLACE LAPPING BARS IN VERTICAL ALIGNMENT,
<br />ONE ABOVE THE OTHER, IN ORDER TO AVOID REINFORCING CONGESTION,
<br />PROVIDE ADEQUATE SPACE FOR PASSAGE OF VERTICAL REINFORCING,
<br />PROVIDE FOR PROPER GROUT FLOW & CONSOLIDATION, TO PROVIDE FOR
<br />PROPER GROUT COVER AROUND RFINFORC ,ING AND PROVIDE FOR PROPFR
<br />DEVELOPMENT OF REINFORCING.
<br />21. VERTICAL REINFORCING INDICATED ON THE DRAWINGS SHALL BE DOWELED OUT OF THE
<br />FOUNDATION (OR ELEMENT WHERE REINFORCING ORIGINATES (BEAM, SLAB, TIE BEAM,
<br />WALL, ETC.) UTILIZING A STANDARD ACI 90 DEG. HOOK (EMBEDDED TO DEVELOP THE FULL
<br />ULTIMATE TENSILE STRENGTH OF THE BAR.) U.N.C.
<br />22. VERTICAL WALL REINFORCING INDICATED ON THE DRAWINGS, WHEREVER POSSIBLE, SHALL
<br />FXTFND FROM FOUNDATION (OR PFR NOTE NO. 23 ABOVE) 70 TIE BEAM AT THE TOP OF THE
<br />WALL. PROVIDE A STANDARD ACI 90 DEG. HOOK OUT OF THE FOUNDATION AND INTO THE
<br />TIEBEAM. LAP SPLICE LENGTHS SHALL BE AS INDICATED BY NOTE NO. 22, ABOVE. WHENA
<br />VERTICAL DOWEL DOES NOT ALIGN WITH A CELL IN THE WALL ABOVE, IT SHALL NOT BE
<br />BENT MORE THAN I 0 DEGREES FROM THE VERTICAL (REMOVE CELL DIVIDER WEB WHEN
<br />REQ'D.). FURTHER, THE DOWEL SHALL NOT BE BENT MORE THAN ONCE AND SHALL NOT BE
<br />BENT INTO A CURVED SHAPE. DOWELS MUST BE GROUTED INTO CELLS IN VERTICAL
<br />ALIGNMENT.
<br />NOTE: WHEN LAYING OUT FOUNDATION DOWELS FOR "UNIFORMLY'SPACED WALL
<br />REINFORCING, FIRST LOCATE DOWELS SPECIFIED AT WINDOW, DOOR &OTHER
<br />MASONRY OPENINGS, ENDS OF WALLS, COLUMNS, PILASTERS, TIE COLUMNS,
<br />ETC., THEN LOCATE THE DOWELS IN BETWEEN AT THE SPECIFIED MAXIMUM
<br />SPACING.
<br />23. UNLESS SPECIFICALLY DETAILED TO BE MORE HEAVILY REINFORCED, PROVIDE THE
<br />FOLLOWING MINIMUM VERTICAL REINFORCING IN ALL MASONRY WALLS:
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<br />P.E. #20683
<br />CODE REQUIREMENTS FOR MASONRY STRUCTURES" AND ACI 530.1-08/ASCE 6_081TMS 602
<br />A. ADJACENT TO ALL MASONRY WALL OPENINGS: 1 NO. 6 VERT.
<br />-08, "SPECIFICATIONS FOR MASONRY STRUCTURES".
<br />B. EXTERIOR 8 INCH WALLS: I NO� 5 VERT. AT 2'-O" O.0
<br />C. INTERIOR 8 INCH WALLS: 1 NO. 5 VER 1. A 1 4'-O" O.C.
<br />WEBER AND TINNEN, P.A.
<br />2.
<br />ALL HOLLOW LOAD BEARING CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM. C-90,
<br />NORMAL WEIGHT, TYPE 11, (PROVIDE TYPE I (MOISTURE CONTROLLED UNITS) WHENEVER
<br />24.
<br />VERTICAL REBAR SHALL BE HELD IN PROPER POSITION AT TOP AND BOTTOM AND AT NOT
<br />THEY ARE AVAILABLE):
<br />MORE THAN 8'-O" O.C. IN BETWEEN VIA PREFABRICATED GALVANIZED WIRE REBAR
<br />POSITIONERS. THE MINIMUM CLEARANCE FROM FACE OF MASONRY SHALL BE 112 ". THE
<br />STANCARD STRENGTH CMU'S,
<br />MINIMUM SPACING BETWEEN ADJACENT BARS SHALL BE ONE BAR DIAMETER OR 1".
<br />HAVING A MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 1900 PSI (ON THE NET AREA
<br />WHICHEVER IS GREATER,
<br />OF THE CMU) IN ACCORDANCE WITH ASTM C-1 40 AND fm = 1500 PSI BYTHE UNIT
<br />STRENGTH METHOD
<br />25.
<br />WHEREVERTICAL MASONRYWALL REINFORCING IS CONTINUOUS THROUGH ACONCRETE
<br />.
<br />SLAB, PROVIDE A 3 INCH DIAMETER FORMED HOLE IN THE SLAB TO ALLOW FOR PASSAGE
<br />PRIOR TO DELIVERY OF ANY MASONRY UNITS TO THE JOB SITE, THE CMU SUPPLIER SHALL
<br />OF GROUT.
<br />PROVIDE VERIFICATION OF MASONRY UNIT STRENGI H, ON BOTH THE NET AND THE GROSS
<br />CROSS SECTIONAL AREA OF THE CMU'S PER ASTM C-1 40 (FOR EACH SIZE AND TYPE OF
<br />26.
<br />PROVIDE CORNER BARS AT ENDS AND CORNERS OF ALL WALLS, FOOTINGS, BEAMS, ETC.
<br />UNIT TO BE USED ON THE PROJECT). SUCH VERIFICATION SHALL INCLUDE TEST REPORTS
<br />BAR SIZE AND COUNT SHALL MATCH THE LONGITUDINAL REINFORCING IN THE MORE
<br />FROM AN ACCREDITED TESTING LABORATORY STATING THE RESULTS OF THE TESTING
<br />HEAVILY REINFORCED CONNECTING MEMBER. (U.N.O.).
<br />PROGRAM AND AFFIDAVITS FROM THE SUPPLIER CERTIFYING THAT ALL UNITS CONFORM
<br />TO THE RESPECTIVE ASTM REQUIREMENTS.
<br />NOTE: AT CORNERS OF BEAMS, TIE BEAMS, ETC., PLACE AND TIE CORNER BARS IN
<br />VERTICAL ALIGNMENT, EITHER ABOVE OR BELOW CONTINUOUS LONGITUDINAL
<br />3.
<br />MORTAR SHALL BE TYPE S (1800 PSI PROPERTY SPECIFICATION) AND SHALL CONFORM TO
<br />REINFORCING, TO AVOID REINFORCING CONGESTION, ALLOW FOR ADEQUATE
<br />ASTM. SPEC. C-270. CEMENTIOUS MATERIAL SHALL BE PORTLAND CEMENT COMBINED WITH
<br />SPACE FOR PASSAGE AND CONSOLIDATION OF GROUT, TO ALLOW SPACE FOR
<br />CITY OF ZEPHYRHILLS
<br />HYDRATED LIME AGGREGATE SHALL BE NATURAL OR MANUFACTURED SAND PER ASTM
<br />PASSAGE OF VERTICAL REINFORCING, PROVIDE FOR PROPER GROUT COVER
<br />RENOVATION
<br />C- 1 44.
<br />AROUND THE REINFORCING, AND TO PROVIDE FOR ADEQUATE DEVELOPMENT
<br />OF THE REINFORCING,
<br />OF
<br />4.
<br />PROVIDE READYMIX GROUT FOR USE IN FILLING OF CELLS AND MASONRY BEAMS HAVING A
<br />MINIMUM ULTIMATE COMPRESSIVE STRENGTH OF 3000 PSI (PROPERTY SPECIFICATION) AND
<br />27.
<br />DOWEL INTERSECTING WALLS, BEAMS, ETC. WITH DOWELS OF THE SAME SIZE, COUNT AND
<br />FIRE RESCUE
<br />MEETING THE REQUIREMENTS OF ASTM C-476. MAXIMUM AGGREGATE SIZE SHALL BE 3/8"
<br />SPACING ASTHE HORIZONTAL REINFORCING IN THE MORE HEAVILY REINFORCED
<br />FOR COARSE GROUT. SLUMP SHALL BE 8" MIN. AND 1 1" MAX.
<br />CONNECTING MEMBER (U.N.0).
<br />STATION NO. 2
<br />NOTE. ADDING OFWATER TO MIX IN THE FIELD:
<br />THE READYMIX DRIVER SHALL HAVE IN HIS POSSESSION AT THE TIME OF
<br />28.
<br />PROVIDE KNOCK OUT BLOCK SILL BEAM BELOW WINDOWS (WITH 2 NO. 5 BARS
<br />DELIVERY, WRITTEN INSTRUCTIONS FROM THE READYMIX SUPPLIER DETAILING
<br />CONTINUOUS SOLIDLY GROUTED IN PLACE) WHERE SILL BEAM IS NOT OTHERWISE
<br />THE MAXIMUM AMOUNT OF WATER WHICH CAN BE ADDED TO THE MIX BY
<br />SPECIFICALLY DETAILED ON THE DRAWINGS.
<br />THE DRIVER IN THE FIELD (GALLONS PER YARD). OTHERWISE, NOWATER
<br />SHALL BE ADDED TOTHE MIX AFTER LEAVING THE BATCH PLANT.
<br />29.
<br />THE MINIMUM BEARING OF THE LINTELS ON ADJACENT MASONRY SHALL BE 8".
<br />DOCUMENTS
<br />5.
<br />ALL REBAR SHALL BE GRADE 60 KSI - DEFORMED BAR CONFORMING TOASTM SPEC. A-616
<br />30�
<br />WHERE VERTICAL REINFORCING OCCURSAT LINTEL BEARING POINT, PROVIDE
<br />(Si),
<br />CAST IN BLOCKOUT IN BOTTOM OF LINTEL TO ALLOW FOR PASSAGE OF CONTINUOUS
<br />REINFORCING AND GROUT.
<br />6.
<br />PROVIDE HORIZONTAL TRUSS TYPE MASONRYWALL JOINT REINF. (DUROWALL OR EQUAL)
<br />@ 16' OiC IN ALL MASONRY WALLS INTERIOR AND EXTERIOR. LONGITUDINAL AND CROSS
<br />NOTE: HORIZONTAL REINFORCING IN SILLSAND LINTELS SHALL (UNLESS
<br />WIRES OF JOINT REINFORCING SHALL BE 9 GAGE WIRE MIN., (ASTM A 82). PROVIDEHOTDIP
<br />SPECIFICALLY DETAILED TO EXTEND FURTHER) RUN CONTINUOUS TO AT LEAST
<br />GALVANIZED FINISH ON ALL JOINT REINFORCING, (ASTM A 153 CLASS B2 (1.5 OZ. PER SQL
<br />8 INCHES (BEYOND FACE OF JAMB OF MO.) INTO GROUTED AND VERTICALLY
<br />m m
<br />FT)), PROVIDE PREFABRICATED CORNERSANC/OR TEES AT ALL INTERSECTING MASONRY
<br />REINFORCED CELLS BEYOND.
<br />12-07-2012
<br />WALLS. JOINT REINF. SHALL BE CONTINUOUS. SPLICE LAP LENGTHS SHALL BE A MINIMUM
<br />0 0
<br />OF 6" AND SHALL CONTAIN AT LEAST ONE CROSS WIRE FROM EACH PIECE OF LAPPED
<br />31.
<br />MINIMUM BEARING OF MASONRY AND CONCRFTF REAMS ON SUPPORT SHALL BE 8' (U N 0)
<br />CB+A #1 202
<br />REINFORCING.
<br />HOWEVER, WHERE MASONRY BEAMS BEAR ON MASONRY OR CONCRETE COLUMNS,
<br />0 0
<br />EXTEND THE BEAM (AND CONTINUOUS LONGITUDINAL BEAM REINFORCING) OVER THE FULL
<br />7.
<br />SECURE MASONRY TO ADJACENT CONCRETE WITH 14 GAGE (MINIMUM) GALVANIZED
<br />LENGTH OF THE CONCRETE OR MASONRY SUPPORTING SECTION. WHERE MASONRY OR
<br />DOVETAIL -YPE CORRUGATED MASONRYWALL ANCHORS PLACED AT 16" O.C. MAXIMUM
<br />CONCRETE BEAMS BEAR ON MASONRY WALLS, EXTEND THE BEAM BEYOND THE FACE OF
<br />SPACING (U.N.O.). PROVIDE HOT DIP GALVANIZED FINISH ON ALL DOVETAIL ANCHORS,
<br />THE SUPPORT OVERALL SOLID GROUTED AND REINFORCED CELLS. LENGTH OF BEARING
<br />(ASTM A 153 CLASS B2 (1.5 OZ. PER SQ. FT.)).
<br />OF BEAM SHALL NOT BE LESS THAN THE DEPTH OF THE BEAM.
<br />:�w
<br />:.
<br />S.
<br />SECURE MASONRY TO ADJACENT STRUCTURAL STEEL WITH WELD ON ADJUSTABLE
<br />32.
<br />UNLESS OTHERWISE NOTED, DETAILED OR SCHEDULED, ALL MASONRY COLUMNS, TIE
<br />:
<br />.1
<br /> ... - .... I
<br />......... . ...
<br />1 ... I I .
<br />�..
<br />ip
<br />ANCHOR RODS W1 116 DIAMETER TRIANGULAR TIES AT 16 INCHES O.C. MAXIMUM SPACING
<br />COLUMNS, AND PILASTERS SHALL HAVE NO, 2 CLOSED LATERAL TI ES PLACED IN MORTAR
<br />.. ��i �
<br />I
<br />(U.N.O.). PROVIDE HOT DIP GALVANIZED FINISH ON ALL ANCHOR HARDWARE (ASTM A -153
<br />JOINTS AT 8" O.C. WHERE INTERIOR LONGITUDINAL BARS ARE SPACED MORE THAN 6
<br />CLASS B2 (1 �5 CZ PER SO. FT.))
<br />INCHES FROM A CORNER LONGITUDINAL BAR HAVING LATERAL SUPPORT PROVIDED BY THE
<br />CORNER OF A LATERAL TIE, PROVIDE DOUBLE HOOK CROSS TIE IN ADDITION TO LATERAL
<br />9.
<br />PROVIDEVVIRES, TIES, SHEET METAL TIES, STRAPS AND ANCHORS HAVING HOT DIP
<br />TIE.
<br />GALVANIZE C FINISH (AST M A 153 CLASS 62 (1.5 OZ. PER SQ. FT.)), FOR ALL ANCHORAGE
<br />DEVICES NOT COMPLETELY EMBEDDED IN MORTAR OR GROUT. WHERE COMPLETELY
<br />33.
<br />WHERE ANCHOR BOLTS ARE SET IN MASONRY WALLS, FILL BLOCK CELLS WITH GROUT AT
<br />EMBEDDED IN MORTAR OR GROUT, GALVANIZED FINISH SHALL BE ASTIM A 641, CLASS 3
<br />COURSES WHERE BOLTS ARE TO BE PLACED AND AT LEAST TWO COURSES BELOW
<br />BELFSKY
<br />(.8 OZ- PER SQ FT)-
<br />LOWESTBOLT(S). ADDITIONALLY, WHERE EXPANSION ANCHORS ARE TO BE USED,
<br />PROVIDE SOLID GROUT AT LEAST 6" AROUND BOLT IN ALL DIRECTIONS AND LIMIT SPACING
<br />+
<br />10.
<br />THE CONTRACTOR SHALL RETAIN AN INDEPENDENT QUALIFIED ACCREDITED TESTING
<br />BETWEEN BOLTS TO 6" O.C.
<br />ARROYO
<br />LABORATORY TO PERFORM THE FOLLOWING TESTING SERVICES:
<br />ARCHITECTS
<br />A. GROUT STRENGTH TEST PER ASTM. C-1019 (TEST 5 CUBES PER DAY)
<br />R MORTAR STRENGTH TEST PER ASTM. C-780 (TEST 3 CUBES PER DAY)
<br />PLAIN & REINFORCED MASONRY NOTES CONTINUE NEXT SHEET.
<br />800 SECOND AVENUE SOUTH
<br />C, CONCRETE MASONRY UNITS (FOR EACH TYPE& STRENGTH) (TEST 20 UNITS PER 50,00
<br />ST. PETERSBURG, FL 33701
<br />UNITS PLACED)
<br />(727) 823-0675
<br />COPIES OF TEST RESULTS SHALL BE IMMEDIATELY FORWARDED TOTHE ARCHITECT,
<br />STRUCTURAL ENGINEER AND GENERAL CONTRACTOR.
<br />0 0
<br />11.
<br />SEE SECTION 2104 IN 2010 EDITION OF THE FLORIDA BUILDING CODE FOR CONSTRUCTION
<br />REQUIREMEN-S
<br />NOTES & SPECIFICATIONS
<br />SN-1
<br />(\r-') THESE DRAWIN030 & THEIR CONTENTS ARE THE SOLE PROPERTY
<br />1�/
<br />OF
<br />WEBER & TINNEN, P.A. STRUCTURAL ENOINEER0. SCALE: AS NOTED
<br />S R ANY PORTIONS IS BY CONTRACT ONLY.
<br />UNAUTHORIZED USE WILL BE PROSECUTED.
<br />0 0
<br />
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