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<br />SPECIFICATIONS:
<br />DESIGN CRITERIA: BUILDING CRITERIA - 2016 FLORIDA BUILDING CODE, 6TH EDITION
<br />DESIGN LOADS:
<br />ROOF DEAD LOAD
<br />ROOF LIVE LOAD
<br />FLOOR DEAD LOAD
<br />FLOOR LIVE LOADS
<br />GROUND SNOW LOAD, Pg 0 PSF
<br />WIND VELOCITY, Vult = 138 MPH
<br />Vasd = 107 MPH
<br />5 PSF
<br />20 PSF
<br />45 PSF 4.5" TOTAL DEPTH SLAB/DECK
<br />10 PSF
<br />MISC.
<br />125 PSF
<br />STORAGE
<br />125 PSF
<br />CORRIDORS
<br />125 PSF
<br />EXITS
<br />RISK CATEGORY II
<br />IMPORTANCE FACTOR 1.00
<br />EXPOSURE C
<br />BUILDING IS DESIGNED AS FULLY ENCLOSED
<br />IMPORTANCE FACTOR 1.00
<br />Ss = 6.8%g, S 1= 3.4%g
<br />RISK CATEGORY II
<br />Sds = 7.2%g, Sd1= 5.5%g
<br />SEISMIC DESIGN CATEGORY A
<br />SITE CLASS D (ASSUMED)
<br />(Fa 1.6 Fv 2.4)
<br />DESIGN BASE SHEAR (KIPS) = 51 (I -STORY)
<br />RESPONSE COEFF = 0.024
<br />RESPONSE MOD FACTOR, R = 3
<br />ANALYSIS: EQUIVALENT LATERAL FORCE PROCEDURE
<br />ALLOWABLE BEARING PRESSURE = 2000 PSF (ASSUMED)
<br />STRUCTURALNOTES
<br />1. TEMPORARY BRACING SHALL BE PROVIDED TO RESIST WIND LOADING ON STRUCTURAL
<br />COMPONENTS AND STRUCTURAL ASSEMBLIES DURING ERECTION AND CONSTRUCTION
<br />PHASE.
<br />2. NEVER ALLOW YOUR ROOF TO COME IN CONTACT WITH, OR WATER RUNOFF FROM, ANY
<br />DISSIMILAR METAL INCLUDING BUT NOT LIMITED TO COPPER, LEAD OR GRAPHITE. THIS
<br />INCLUDES COPPER AND ARSENIC SALTS USED IN TREATED LUMBER, CALCIUM USED IN
<br />CONCRETE, MORTAR AND GROUT.
<br />3. SCOPES OF WORK BY OTHERS WHOSE LATERAL LOADS WILL BE TRANSFERRED INTO
<br />STEEL MEMBER PROVIDED BY SELLER SUBCONTRACTOR SHALL BE TEMPORARILY
<br />BRACED BY OTHERS IN A METHOD THAT DOES NOT INTERFERE WITH ERECTION OF STEEL,
<br />UNTIL STEEL ERECTION IS COMPLETE.
<br />4. THE UNCOATED MINIMUM STEEL THICKNESS OF THE COLD -FORMED PRODUCTS AS
<br />DELIVERED SHALL NOT BE LESS THAN 95% PERCENT OF THE DESIGN THICKNESS.
<br />THICKNESS MEASUREMENTS MAY BE MADE ANYWHERE ACROSS THE WIDTH OF THE
<br />SHEET, BUT NOT CLOSER TO THE EDGES THAN THE MINIMUM DISTANCES SPECIFIED IN
<br />THE RELEVANT ASTM SPECIFICATIONS. THICKNESS AT BENDS, SUCH AS CORNERS, MAY
<br />BE LESS THAN 95 PERCENT OF DESIGN THICKNESS, DUE TO COLD -FORMING EFFECTS, AND
<br />STILL BE ACCEPTABLE.
<br />5. RECESSED ENTRIES AND BREEZEWAYS MUST BE RECESSED BELOW FINISHED FLOOR TO
<br />AVOID POTENTIAL WATER PROBLEMS. ROLL UP LOCATED IN BREEZEWAY MUST BE
<br />INSTALLED IN RECESSED AREA IF A CHANGE IS MADE BY OWNER/CONTRACTOR
<br />SELLER/SUBCONTRACTOR MUST BE NOTIFIED IMMEDIATELY.
<br />6. ALL ERECTION, FABRICATION, WORKMANSHIP AND INSTALLATION SHALL BE IN
<br />ACCORDANCE WITH INSTALLATION PROCEDURES MANUAL
<br />AND I OR INDUSTRY STANDARDS APPROVED BY SELLER / SUBCONTRACTOR AND THE
<br />ENGINEER OF RECORD.
<br />ROOF SYSTEMS: MBCI OR EQUAL
<br />1. ROOF SHEETS SHOULD BE INSTALLED FROM THE LOWEST STEP-DOWN TO HIGHEST
<br />ELEVATION.
<br />2. ROOFING SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS AND SPECS,
<br />ALONG WITH SELLER SUBCONTRACTOR INSTALL. PROCEDURES MANUAL.
<br />FASTENERS AND ANCHORS
<br />1. THE FOLLOWING OUTLINES THE MECHANICAL ANCHORS THAT ARE APPROVED FOR USE
<br />ON THIS PROJECT.
<br />A. EXPANSION ANCHORS - "KWIK BOLT TZ" BY HILTI OR EQUAL. DRILL HOLE IN
<br />CONCRETE OR GROUT FILLED CMU AND REMOVE DUST. THE MIN. HOLE DEPTH MUST
<br />EXCEED THE ANCHOR EMBEDMENT PRIOR TO TORQUING BY ONE HOLE DIAMETER.
<br />DRIVE THE ANCHOR INTO THE HOLE USING A HAMMER. A MIN. OF SIX THREADS MUST
<br />BE BELOW THE SURFACE OF THE FIXTURE. TIGHTEN THE NUT TO THE RECOMMENDED
<br />INSTALLATION TORQUE (1/2" = 40 lbs./ft.).
<br />B. ADHESIVE ANCHORS IN CONCRETE - "HIT HY-200" BY HILTI OR EQUAL.
<br />A. ADHESIVE ANCHORS IN GROUT FILLED BLOCK - "HIT HY-20" BY HILTI OR EQUAL.
<br />B. ADHESIVE ANCHORS IN HOLLOW BLOCK - "HIT HY-20" WITH SCREEN TUBES BY HILT!
<br />OR EQUAL.
<br />C. CONCRETE/MASONRY SCREWS - "KWIK-HUS EZ BY HILTI OR EQUAL.
<br />D. POWDER -ACTUATED FASTENERS (PAF) - "DX" BY HILTI OR EQUAL.
<br />2. ALL FASTENERS SHALL BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS
<br />AND SPECIFICATIONS.
<br />COLD FORM STEEL: LGSI SECTIONS OR EQUAL
<br />LCOLD FORM STEEL SECTIONS SHALL CONFORM TO APPLICABLE PROVISIONS OF ASTM A572,
<br />ASTM A607 AND/OR ASTM A611.
<br />2.MIN. DELIVERED THICKNESS OF COLD FORMED STEEL C'S & Z'S GAGE
<br />GAGE
<br />DESIGN THINKNESS
<br />FINISH
<br />12
<br />0.105
<br />RED -OXIDE U.N.O ON PLANS
<br />14
<br />0.07
<br />RED -OXIDE U.N.O ON PLANS
<br />16
<br />0.059
<br />RED -OXIDE U.N.O ON PLANS
<br />18
<br />0.0468
<br />GALVANIZED
<br />20
<br />0.0352
<br />GALVANIZED
<br />3. MIN. DELIVERED THICKNESS OF COLD FORMED STEEL
<br />GAGE
<br />DESIGN THINKNESS
<br />FINISH
<br />14
<br />0.07
<br />TEX-COTE FINISH APPLIED IN FILED
<br />16
<br />0.059
<br />TEX-COTE FINISH APPLIED IN FIELD
<br />16
<br />0.055
<br />PRE -FINISHED
<br />18
<br />0.0468
<br />TEX-COTE FINISH APPLIED IN FIELD
<br />4. LOAD BEARING STUD TO TRACK CONNECTIONS: THE ENDS OF THE LOAD BEARING STUDS
<br />MUST BE INSTALLED INTO THE TOP AND BOTTOM TRACKS SO THAT THE GAP BETWEEN THE
<br />ENDS OF THE STUD AND THE WEB OF THE TRACK IS AS SMALL AS PRACTICABLE AND IN NO
<br />CASE GREATER THAN 3/16" AT THE TIME OF INSTALLATION. THE GAP MUST BE LESS THAN
<br />1/16" AFTER THE DEAD LOAD OF THE STRUCTURE IS IN PLACE.
<br />5. ALL COLD FORMED STEEL SHALL BE 50 KSI MIN.
<br />HOT ROLLED STEEL
<br />1. DESIGN OF STRUCTURAL STEEL ELEMENTS WAS COMPLETED UNDER THE
<br />REQUIREMENTS SET FORTH IN THE "MANUAL OF STEEL CONSTRUCTION - ALLOWABLE
<br />STRESS DESIGN (LATEST EDITION)".
<br />2. MATERIAL SPECIFICATIONS
<br />A. ALL STEEL SHALL BE DOMESTICALLY PRODUCED.
<br />B. ASTM A36 - ROLLED SHAPES, PLATES AND BARS.
<br />C. ASTM A992 - WIDE FLANGE SECTIONS.
<br />D. ASTM A53, TYPE E, GRADE B - PIPE
<br />E.ASTM A500 GRADE B - TUBES.
<br />RASTM F 1554 (A36) - ANCHOR BOLTS, RODS, NUTS & WASHERS.
<br />G. ASTM A108 GRADE 1015 THROUGH 1020, COLD FINISHED CARBON STEEL, AWS DL I,
<br />TYPE B - HEADED STUDS.
<br />H. ASTM A325, TYPE N - BOLTED STRUCTURAL CONNECTION
<br />I. ASTM A307 - FOR BOLTED CONN. OF LESS THAN 5/8" DIA.
<br />J. E70XX ELECTRODE (LOW HYDROGEN) - WELDED CONN. (U.N.0)
<br />K. BOLTED CONN. SHALL BE MADE WITH A MIN. OF 3/4" DIA BOLTS (U.N.O.)
<br />L.WELDED CONN. SHALL BE A MIN. OF 3/16" FILLET WELD ALL AROUND FOR CONN.
<br />MEMBERS OF UP TO 1/4" FILLET WELD FOR ALL OTHER MEMBERS THICKNESS (U.N.O.)
<br />3. ALL BOLTED CONNECTIONS SHALL BE "SNUG -TIGHT' AS DEFINED IN THE
<br />"SPECIFICATIONS FOR STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY
<br />RESEARCH COUNCIL ON STRUCTURAL CONNECTIONS (ROSC). (U.N.O.)
<br />4. BOLTED CONNECTIONS, INDICATED TO BE "SLIP CRITICAL" (SC) SHALL BE INSTALLED,
<br />TIGHTENED, TESTED AND INSPECTED AS OUTLINED IN THE "SPECIFICATIONS FOR
<br />STRUCTURAL JOINTS USING ASTM A325 OR A490 BOLTS" BY RESEARCH COUNCIL ON
<br />STRUCTURAL CONNECTIONS (ROSC). (U.N.O.)
<br />5. BRACE AND MAINTAIN ALL STEEL IN ALIGNMENT UNTIL OTHER PARTS OF
<br />CONSTRUCTION NECESSARY FOR PERMANENT SUPPORT ARE COMPLETED.
<br />CONTRACTOR SHALL BE RESPONSIBLE FOR INSTALLING TEMPORARY SHAORING AS
<br />REQUIRED FOR THE STABILITY OF THE STEEL FRAME UNTIL ALL STRUCTURAL
<br />ELEMENTS HAVE BEEN COMPLETED AND BUILDING IS ENCLOSED.
<br />6. ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF "THE STANDARD CODE FOR
<br />WELDING IN BUILDING CONSTRUCTION" OF THE AMERICAN WELDING SOCIETY.
<br />7. GROUT FOR COLUMN BASE PLATES AND PRESET BEARING PLATES SHALL BE
<br />NON -SHRINK, NON-METALLIC GROUT (5000PSI MIN.)
<br />8. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT DIPPED GALVANIZED IN
<br />ACCORDANCE WITH THE MINIMUM REQUIREMENTS OF ASTM A123.
<br />9. STRUCTURAL STEEL SHALL RECEIVE SHOP COAT OF PRIMER (COLOR AS DIRECTED BY
<br />ARCHITECT) EXCEPT AREAS THAT WILL RECEIVE SPRAY -ON FIRE PROTECTION.
<br />10. BEAM TO BEAM AND BEAM TO COLUMN CONNECTIONS SHALL BE DESIGNED BY THE
<br />STEEL FABRICATORS FOR THE REACTIONS SHOWN ON THE FRAMING PLANS. SIGNED
<br />AND SEALED SHOP DRAWINGS SHALL BE SUBMITTED FOR REVIEW, WHICH CLEARLY
<br />INDICATE THE ALLOWABLE LOAD CAPACITY OF EACH UNIQUE CONNECTION. WHERE
<br />REACTION IS NOT INDICATED ON THE PLANS, THE CONNECTION SHALL BE DESIGNED
<br />FOR THE MAXIMUM SHEAR CAPACITY OF THE BEAM, FOR THE GIVEN SPAN.
<br />STEEL DECKING
<br />1. THE REQUIREMENTS OF THE LATEST ADOPTED EDITION OF THE AISI SECTION A3, SHALL
<br />GOVERN FABRICATION OF THE SPECIFIED STEEL DECK.
<br />2. THE MINIMUM YIELD STRENGTH OF THE STEEL USED SHALL BE 33KSI (230MPa).
<br />3. ALL FIELD WELDING OF DECK SHALL BE IN STRICT CONFORMANCE WITH ANSI 1 AWSD1.3
<br />STRUCTURAL WELDING CODE.
<br />4. GALVANIZING SHALL CONFORM TO ASTM-A653-94, STRUCTURAL QUALITY, AND FEDERAL
<br />SPEC. QQ-S-775,
<br />5. THE VALUES LISTED IN THE TABLE SHOWN BELOW IS FROM THE VULCRAFT METAL DECK
<br />PRODUCT MANUAL AND REPRESENTS THE MINIMUM ROOF DECK SECTION PROPERTIES
<br />THAT ARE REQUIRED BY DESIGN.
<br />ROOF DECK
<br />DECK TYPE
<br />DESIGN
<br />I
<br />Sp
<br />Sn
<br />THICK
<br />In 4/FT
<br />In 3/FT
<br />FT
<br />3�n
<br />822
<br />0.0295
<br />0.169
<br />0.186
<br />0.192
<br />B20
<br />0.0358
<br />0.212
<br />0.234
<br />0.247
<br />B18
<br />0.0474
<br />0.292
<br />0.318
<br />0.327
<br />6. COMPOSITE STEEL FLOOR DECK SHALL BE ATTACHED TO THE SUPPORTING STRUCTURE
<br />AS RECOMMENDED BY THE MANUFACTURER, WITH MAX. SPACING NOT TO EXCEED 24"
<br />O.C.
<br />7. THE VALUE LISTED IN THE TABLE SHOWN BELOW IS FROM THE VULCRAFT METAL DECK
<br />PRODUCT MANUAL AND REPRESENTS THE MINIMUM COMPOSITE FLOOR DECK SECTION
<br />PROPERTIES THAT ARE REQUIRED BY DESIGN.
<br />COMPOSITE DECK FLOOR
<br />DECK TYPE
<br />DESIGN
<br />/IFT In
<br />Sp In 3/FT
<br />THICK1.5VL22
<br />In
<br />0.0295
<br />0.15 / 0.182
<br />0.178 / 0.186
<br />1.5VL20
<br />0.0358
<br />0.195 /
<br />0.231 / 0.24
<br />0.222
<br />1.5VL18
<br />0.0474
<br />0.282 /
<br />0.315 / 0.327
<br />0.295
<br />2.OVL22
<br />0.0295
<br />0.322 /
<br />0.274 / 0.277
<br />0.329
<br />2.0VL20
<br />0.0358
<br />0.418 /
<br />0.355 / 0.36
<br />0.415
<br />2.OVL18
<br />0.0474
<br />0.577 /
<br />0.513 / 0.518
<br />0.2557
<br />3.OVL22
<br />0.0295
<br />0.746 / 0.745
<br />0.429 / 0.422
<br />3.OVL20
<br />0.0358
<br />0.938 /
<br />0.553 / 0.572
<br />0.937
<br />3.OVL18
<br />0.0474
<br />1.251 / 1.251
<br />0.795 / 0.803
<br />8. NON -COMPOSITE STEEL FLOOR DECK SHALL BE A TACHED TO THE SUPPORTING
<br />STRUCTURE AS RECOMMENDED BY THE MANUFACTURER WITH MAX. SPACING NOT TO
<br />EXCEED 24" O.C.
<br />9. STEEL USED TO MANUFACTURE THE NON -COMPOSITE METAL FLOOR DECKING SHALL
<br />CONFORM TO THE REQUIREMENTS OF ASTM-A611 GRADES C, D, OR E ONIOR A653-94
<br />STRUCTURAL QUALITY.
<br />10. THE VALUES LISTED IN THE TABLE SHOWN BELOW IS FROM THE VULCRAFT METAL DECK
<br />PRODUCT MANUAL AND REPRESENTS THE MINIMUM NON -COMPOSITE FLOOR DECK
<br />SECTION PROPERTIES THAT ARE REQUIRED BY DESIGN.
<br />NON -COMPOSITE FLOOR DECK
<br />DECK TYPE
<br />DESIGN
<br />THICK
<br />I In 4/FT
<br />Sp/ Sn In 3/FT
<br />0.6C26
<br />0.0179
<br />0.015 / 0.015
<br />0.043 / 0.043
<br />0.6C24
<br />0.0239
<br />0.019 / 0.019
<br />0.057 / 0.057
<br />0.6C22
<br />0.0298
<br />0.024 / 0.024
<br />0.07 / 0.07
<br />MINIMUM STANDARDS FOR ELEVATED FLOORS
<br />1. ALL CONCRETE SHALL HAVE THE FOLLOWING MIN. PROPERTIES:
<br />LOCATION
<br />28 DAY STREHGTH
<br />SLUMP
<br />MAX
<br />AGGR.
<br />ELEVATED SLABS FORMED AND
<br />4,000 psi
<br />4" t 1"
<br />1 "
<br />POURED
<br />ELVEVATED SALBS FORMED W / MTL
<br />3,000 psi
<br />4" t 1"
<br />1"
<br />DECK
<br />A. SLUMP FOR RAMPS AND SLOPING SURFACES SHALL NOT EXCEED 4".
<br />B. SEE MASONRY GENERAL NOTED FOR GROUT TESTING REQUIREMENTS.
<br />C. COLD JOINTS (NOT RECOMMENDED) & CONTROL JOINTS SHOULD BE PLACED A
<br />MINIMUM OF T-0" OFF CENERLINE OF COLUMNS.
<br />2. CONCRETE PROPERTIES SHALL BE VERIFIED THROUGH INDUSTRY STANDARD TESTING
<br />PROCEDURES BY A CERTIFIED TESTING AGENCY. MIN TEST REQUIRED SHALL INCLUDE
<br />SLUMP AND CYLINDER BEAKS FOR COMPRESSIVE STRENGTH. FINDINGS SHALL BE
<br />SUBMITTED TO THE ARCH./ENG. FOR REVIEW.
<br />3. CONCRETE WORK SHALL CONFORM TO LATEST EDITIONS OF ACI 301 SPECIFICATIONS
<br />FOR STRUCTURAL CONCRETE FOR BUILDINGS, ACI 318 BUILDING CODE
<br />REQUIREMENTS FOR REINFORCED AND ACI 315 DETAILS AND DETAILING OF
<br />CONCRETE REINFORCEMENT.
<br />4. CONCRETE MIX DESIGN SHALL MEET THE FOLLOWING CRITERIA:
<br />A. PROPOSED MIX DESIGN SHALL BE ACCORDANCE WITH ACI 301 METHOD 1
<br />B. ENTRAPPED AIR CONTENT SHALL NOT EXCEED 3%.
<br />C. ADMIXTURES USED TO ENTRAIN AIR ARE NOT ACCEPTABLE.
<br />D. ALL CONCRETE TO BE NORMAL WEIGHT WITH A DESIGN STRENGTH AT 28 DAYS.
<br />6. SITE ADDED WATER IS NOT ACCEPTABLE. ADDING WATER TO THE MIX WILL RESULT
<br />IN REJECTION OF THE RESULTS BY THE ENGINEER OF RECORD.
<br />7. CONTRACTOR IS RESPONSIBLE FOR THE ADEQUACY OF THE FORMS AND SHORING
<br />AND FOR SAFE PRACTICE IN THEIR USE AND REMOVAL.
<br />8. PLACING OF CONCRETE IN ALL REINFORCED COLUMNS AND WALLS SHALL BE IN
<br />LIFTS NOT EXCEEDING 71/2 FEET IN HEIGHT. CONCRETE SHALL BE PLACED THROUGH
<br />ELEPHANT TRUNK TUBULAR SHUTES LOCATED SUCH THAT THE FREE AIR DROP OF
<br />THE MIX DOES NOT EXCEED 6 FEET. ALTERNATE PLACEMENT METHOD OF CONCRETE
<br />WITH OR WITHOUT ADMIXTURES SHALL NOT BE USED UNLESS APPROVED BY
<br />ENGINEER OF RECORD.
<br />9. THE VALUES IN THE TABLE SHOWN BELOW IS FROM THE VULCRAFT METAL DECK
<br />PRODUCT MANUAL AND REPRESENTS THE RECOMMENDED WELDED WIRE FABRIC.
<br />DECK TYPE
<br />TOTAL SLAB DEPTH
<br />RECOMMENDED WELDED WIRE FABRIC
<br />1.5VL, VLI, OR R
<br />< 43/"
<br />6x6 - W1.4 x W1.4
<br />1.5VL, VLI, OR R
<br />> 4X"
<br />6x6 - W2.1 x W2.1
<br />2VLI
<br />< 5Ya"
<br />6x6 - W1.4 x WI A
<br />2VLI
<br />> 5Y"
<br />6x6 - W2.1 x W2.1
<br />3VLI
<br />K 644"
<br />6x6 - W1.4 x WI A
<br />3VLI
<br />> 6 "
<br />6x6 - W2.1 x W2.1
<br />FIBER REINFORCED CONCRETE IS AN ALTERNATE TO WELDED WIRE FABRIC (WWF).
<br />REINFORCED CONCRETE FIBERS SHALL BE 100% VIRGIN POLPROPYLENE, FIBRILLATED
<br />FIBERS AS MANUFACTURED BY FIBER MESH CO, OR APPROVED EQUAL, APPLIED AT A
<br />RATE OF 4 LBS/CY.
<br />ELEVATED FLOOR DECKS ARE DESIGNED FOR A 20 PSF CONTRUCTION LIVE LOAD.
<br />RIDE ON TROWEL MACHINES SHOULD NOT BE USED UNLESS THE DECK IS SHORED.
<br />CONCRETE WORK
<br />1. MONOLITHIC SLAB FINISHES: THE FOLLOWING REQUIREMENTS ARE BASED ON THE
<br />LATEST FLOOR FLATNESS (FF)/ FLOOR LEVELNESS (FL) VALUES/METHODS. BIDS FOR
<br />THIS WORK SHALL REFLECT THESE REQUIREMENTS AND ENFORCEMENT THEROF CAN
<br />BE EXPECTED.
<br />A. NON -CRITICAL FLOOR TOLERANCE
<br />1. FLOAT FINISH (FLT-FN)
<br />2. SPECIFIED OVERALL VALUE: FF251 FL20
<br />3. MINIMUM LOCAL VALUE: FF25IFL20
<br />4. APPLY FLOAT FINISH TO MONOLITHIC SLAB SURFACES THAT ARE TO RECEIVE MUD SET
<br />TILE AND OTHER THICK FINISHES, AND TO SLAB SURFACES WHICH ARE TO BE COVERED
<br />WITH WATERPROOFING MEMBRANE.
<br />B. TYPICAL CORRIDOR OR NORMAL SIZED ROOMS (100-600 SF)
<br />LTROWEL FINISH 1(TR-FNI)
<br />2.SPECIFIED OVERALL VALUE: FF301FL23
<br />3.MINIMUM LOCAL VALUE: FF251FL20
<br />4.APPLY TROWEL FINISH TO MONOLITHIC SLAB SURFACES THAT ARE TO RECEIVE
<br />RESILIENT FLOORING, CARPET, PAINT, OR OTHER THIN FILM FINISH COATING SYSTEM.
<br />ELEVATED SLABS SHALL HAVE A SPECIFIED OVERALL VALUE OF FF22 TO FF27 AND A
<br />MINIMUM LOCAL OF FF20 WITH NO FL NUMBER DEFINED.
<br />2.MINIMUM THICKNESS OF SLAB ON GRADE IS THE GREATER OF 3" OR 0.8 TIMES ANCHOR
<br />EMBEDMENT SPECIFIED IN CONSTRUCTION DOCUMENTS (ASSUMES USE OF HILTI KWIK
<br />BOLT TZ)
<br />3.CONTROL JOINT AND CONTROL JOINTS SHOULD BE PLACE AMIN. 2'- 0" OFF THE
<br />CENTERLINE OF COLUMNS. IF THE DISTANCE BETWEEN COLUMNS IS LESS THAN 4'- 0" BUT
<br />GREATER THAN 2'- 6" THEN PLACE AT MID -POINT OTHERWISE CONTACT ENGR. OF
<br />RECORD.
<br />SITE REQUIREMENT NOTES
<br />1. OWNER 1 CONTRACTOR SHALL ENSURE THAT SITE IS STABILIZED AND MAINTAINED
<br />DURING HEAVY PRECIPITATION.
<br />2. OWNER I CONTRACTOR SHALL PROVIDE MATERIAL STORAGE AREA ON SITE OTHER THAN
<br />BUILDING BEING ERECTED.
<br />3. OWNER 1 CONTRACTOR SHALL PROVIDE A CONSTRUCTION DUMPSTER UNIT ON THE
<br />JOBSITE AT NO COST TO SELLER SUBCONTRACTOR.
<br />4. OWNER 1 CONTRACTOR SHALL PROVIDE TEMPORARY POWER TO ALLOW FORA MAXIMUM
<br />POWER LEAD RUN OF 200 FEET TO EACH STRUCTURE BEING ERECTED.
<br />5. TEMPORARY POWER MUST MEET ALL APPLICABLE CODES AND SAFETY REQUIREMENTS.
<br />6. OWNER 1 CONTRACTOR MUST ENSURE THAT BUILDING PADS ARE BROOM CLEAN AND
<br />FREE OF DEBRIS PRIOR TO SELLER SUBCONTRACTOR CREW BEGINNING INSTALLATION
<br />SEQUENCE AS AGREED.
<br />7. OWNER / CONTRACTOR SHALL ENSURE THAT THE SITE AND ALL SIDES OF BUILDING ARE
<br />ACCESSIBLE WITH EQUIPMENT, AND FREE FROM ANY OBSTRUCTIONS TO DELIVERY OR
<br />ERECTION.
<br />8. CLEANING OF MATERIALS, INCLUDING BUT NOT LIMITED TO, WALL PANELS AND
<br />STRUCTURAL MATERIALS, IS NOT RESPONSIBILITY OF SELLER/SUBCONTRACTOR.
<br />9. THE OWNER I CONTRACTOR SHALL PROPERLY PROTECT THE WORK FOR PUBLIC SAFETY
<br />AND AGAINST ACCIDENTS, WEATHER OR ANY OTHER HAZARDS WITH LIGHTS,
<br />GUARDRAILS OR BARRICADES AS APPLICABLE (INCLUDES FALL PROTECTION ON
<br />MULTI -STORY BUILDINGS).
<br />Concrete Sub and General Contractor responsibility for the below
<br />1. WALK BEHIND CONCRETE FINISHING MACHINES SHOULD KEEP A MINIMUM SEPARATION
<br />OF 20 FEET. WALL BEHIND MACHINES SHALL NOT EXCEED 300 LBS IN WEIGHT.
<br />2. RIDE ON FINISHING MACHINES ARE NOT ALLOWED
<br />3. ALL MACHINES LOADED ONTO DECK TO BE PLACED ABOVE BEARING WALLS AND NOT IN
<br />THE DECK MIDSPANS.
<br />4. CONCRETE PUMP HOSES SHALL PUMP NO MORE THAN 2' ABOVE METAL DECK WHILE
<br />POURING.
<br />5. CONCRETE SHALL BE SPREAD ON THE DECK IMMEDIATELY AS IT IS PUMPED TO ENSURE
<br />THERE IS NO PILE UP OF THE CONCRETE THAT WILL OVERLOAD THE DECK.
<br />6. CONTRACTOR AND TESTING COMPANY ARE RESPONSIBLE TO MONITOR EACH TRUCK TO
<br />ENSURE WATER IS NOT ADDED TO THE MIX. CONCRETE CYLINDER SAMPLES SHALL BE
<br />TAKEN OF THE MIX ENTERING THE CONCRETE PUMP TO ENSURE WATER WAS NOT
<br />ADDED. CONCRETE CYLINDER TEST BREAK REPORTS SHALL BE PROVIDED TO THE
<br />ENGINEER TO VERIFY THE MIX INSTALLED MEETS THE COMPRESSIVE STRENGTH
<br />REQUIREMENTS.
<br />7. CONTRACTOR IS RESPONSIBLE TO ENSURE THE CONCRETE IS CURED PROPERLY BASED
<br />ON THE WEATHER CONDITIONS. THE SLAB MUST CURE FOR A MINIMUM OF 3 DAYS PRIOR
<br />TO ANY WORK BEING COMPLETED ON THE NEW DECK. CONTRACTOR SHALL OBTAIN A 3
<br />DAY CONCRETE SAMPLE BREAK TO ENSURE THE DECK HAS REACHED 70% COMPRESSIVE
<br />STRENGTH TO PROCEED.
<br />8. SUBMITTAL OF CONCRETE MIX AND REINFORCING OPTION IS REQUIRED. COMPLETE
<br />SUBMITTALS MUST BE SUBMITTED AND LABELED FOR EACH LOCATION (I.E. SLAB ON
<br />GRADE, SLAB ON DECK). IT MUST BE CLEARLY INDICATED WHICH SUBMITTALS ARE FOR
<br />EACH LOCATION IF THEY ARE SUBMITTED AS ONE PACKAGE.
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<br />Zabik Turner Engineering, PLLC
<br />Jennifer Zabik, P.E., S.E.
<br />1024 N Fullers Cross Road
<br />Winter Garden, FL 34787
<br />jzabik@ztengineering.com
<br />P-1294
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<br />350 E Crown Point Rd
<br />Suite 1080
<br />Winter Garden, FL 34787
<br />Phone: (407) 347-9614
<br />Info@
<br />rapidbuildingsolutions. corn
<br />JOB NAME:
<br />Zephyrhills Commons
<br />38001 Pretty Pond Road
<br />Zephyrhills, FL
<br />JOB NUMBER:
<br />268-19-ZEP-FL
<br />REV
<br />DATE
<br />DESCRIPTION
<br />APP
<br />1
<br />11-28-19
<br />Layout Review
<br />JL
<br />0
<br />12-16-19
<br />Review
<br />RG
<br />1
<br />12-19-19
<br />RBS RL
<br />RG
<br />2
<br />12-20-19
<br />ZTE RL
<br />RG
<br />3
<br />01-21-20
<br />CUST. REDLINES
<br />RG
<br />4
<br />01-22-20
<br />REVIEW
<br />RG
<br />5
<br />01-24-20
<br />HECTOR RL
<br />AC
<br />6
<br />03-08-20
<br />Review 1
<br />RC
<br />ISSUE DATE: Novermber 28,2019
<br />DESIGNED BY: RBS DRAWN BY: JL
<br />CHECKED BY: RBS SUBMITTED BY: CSD
<br />8ft 4ft Oft 8ft 1 6ft
<br />DETAILS: NOT TO SCALE
<br />APPROVED FOR PRODUCTION
<br />INITIALS OF GC/OWNER
<br />RBS-Om I
<br />
|