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GENERAL NOTES
<br />DESIGN LOADS
<br />SOIL BEARING PRESSURE (USED FOR DESIGN) 2000 PSF
<br />ROOF LIVE LOAD_-_ __ _ _ _ __ _. _-__--30 PSF
<br />ROOF DEAD LOAD 20 PSF
<br />CONCRETE STRENGTH (28-DAY) 3000 PSI
<br />STRUCTURAL STEEL BEAMS_ .___ _ ___- ___ ___ -ASTM A992
<br />STEEL SHAPES, EXCEPT BEAMS-- - ASTM A36
<br />REINFORCING STEEL __ - ASTM A-615, OR, 60
<br />MASONRY DESIGN STRENGTH F'M = 1500 PSI
<br />WIND PRESSURES, PER ASCE 7-10:
<br />EXPOSURE CATEGORY._- _ _ -_ 'C'
<br />WIND SPEED, Vult (Vase 137 MPH (107)
<br />RISK CATEGORY _ _ CATEGORY II
<br />INTERNAL PRESSURE COEFFICENTS (ENCLOSED BLDG--- ._ _ +0,18/-0J8
<br />SEISMIC CRITERIA;
<br />SPECTRAL RESPONSE ACCELERATIONS
<br />SDS N/A
<br />SD1 -- ---- - N/A
<br />R (BUILDING FRAME SYSTEM W/ ORD, REINF, MAS. SHEARWALLS) - .N/A
<br />SUBSURFACE SITE CLASS _ _ N/A
<br />RISK CATEGORY N/A
<br />SEISMIC DESIGN CATEGORY N/A
<br />ANALYSIS PROCEDURE EQUIVALENT LATERAL FORCE
<br />DESIGN BASE SHEAR N/A
<br />GROUND SNOW LOAD 0 PSF
<br />SOIL BEARING PRESSURE = 3000 PSF AS PER SUBSURFACE INVESTIGATION BY
<br />ARDAMAN & ASSOCIATES, DATED OCTOBER 8, 2007 (PROJ, # 07-55-9800).
<br />THIS STRUCTURE HAS BEEN DESIGNED TO COMPLY WITH LATEST EDITION OF THE FBC 2017.
<br />CONSTRUCTION SAFETY
<br />1. THESE DRAWINGS DO NOT INCLUDE PROVISIONS TO SATISFY SAFETY REQUIREMENTS. CONTRACTOR
<br />IS SOLELY RESPONSIBLE FOR ENSURING SAFETY DURING CONSTRUCTION, AND FOR CONFORMANCE
<br />TO ALL APPLICABLE OSHA STANDARDS, JOBSITE VISITS BY ENGINEER/PUBLIX REP, SHALL NOT
<br />CONSTITUTE APPROVAL, AWARENESS OR LIABILITY FOR ANY HAZARDOUS CONDITIONS.
<br />2, DO NOT OVERLOAD ONE SEGMENT OR SPAN OF A BEAM CONTINUOUS OVER SEVERAL SUPPORTS,
<br />BEAMS SHOULD BE LOADED AS GRADUALLY AND EVENLY AS POSSIBLE UNTIL THE FULL LOAD IS IN PLACE,
<br />3, ERECTION SEQUENCE SHALL BE DETERMINED BY THE CONTRACTOR, AND SHALL NOT CAUSE OVERSTRESS
<br />OR EXCESSIVE DEFORMATION OF STRUCTURAL MEMBERS,
<br />4, NO PROVISION HAS BEEN MADE IN THE STRUCTURAL DESIGN FOR TEMPORARY CONDITIONS
<br />OCCURING DURING CONSTRUCTION, UNLESS NOTED SPECIFICALLY ON THE STRUCTURAL DRAWINGS.
<br />THE CONTRACTOR SHALL PROVIDE ALL NECESSARY SHORING AND BRACING REQUIRED TO RESIST
<br />STRESSES OR INSTABILITY OCCURING FROM ANY CAUSE DURING CONSTRUCTION. THE CONTRACTOR
<br />SHALL ASSUME COMPLETE RESPONSIBILTY FOR SUCH MEASURES.
<br />5, ALL CONSTRUCTION SHALL BE DONE IN ACCORDANCE WITH ALL APPLICABLE STATE AND LOCAL CODES
<br />AND ORDINANCES,
<br />DRAWINGS AND SPECIFICATIONS
<br />1, DO NOT SCALE THESE DRAWINGS FOR DIMENSIONS NOT GIVEN,
<br />2, THE CONTRACTOR SHALL PERFORM NO PORTION OF THE WORK AT ANY TIME WITHOUT CONTRACT
<br />DOCUMENTS OR, WHERE REQUIRED, APPROVED SHOP DRAWINGS.
<br />3, THESE GENERAL STRUCTURAL NOTES ARE INTENDED TO EMPHASIZE CERTAIN INFORMATION MORE
<br />COMPLETELY DISCUSSED IN THE PROJECT SPECIFICATIONS (PM SHEETS), THE CONTRACTOR
<br />SHOULD BE FAMILIAR WITH THE REQUIREMENTS AS STATED IN THE SPECIFICATIONS.
<br />FOUNDATIONS
<br />1, FOUNDATION DESIGNED FOR THE SOIL BEARING PRESSURE AS DESCRIBED IN THE DESIGN CRITERIA,
<br />IF CONDITIONS AT THE SITE DO NOT PROVIDE THIS MINIMUM VALUE, NOTIFY PUBLIX STRUCTURAL
<br />ENGINEER IMMEDIATELY,
<br />2, FOUNDATION SIZES SHALL NOT BE REDUCED FOR ANY REASON, EVEN IF HIGHER SOIL BEARING VALUES
<br />ARE ACHIEVED,
<br />3, TOP OF ALL FOOTINGS TO BE A MINIMUM OF 24' BELOW FINISHED FLOOR,
<br />4, PUBLIX REQUIRES THAT MAXIMUM TOTAL SOIL SETTLEMENTS NOT EXCEED 1' AND MAXIMUM
<br />DIFFERENTIAL SOIL SETTLEMENTS NOT EXCEED 1/2',
<br />5, PUBLIX REQUIRES SOIL COMPACTION OF 95% OF MODIFIED PROCTOR OR 98% OF STANDARD PROCTOR,
<br />' REFER TO GEOTECHNICAL REPORT FOR MORE INFORMATION.
<br />REINFORCED CONCRETE
<br />1, CONCRETE MATERIALS, MIXING AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH
<br />GOOD ENGINEERING PRACTICES AND SHALL CONFORM TO THE LATEST EDITIONS OF ACI 301,
<br />ACI 318 AND ASTM C-94.
<br />2, REINFORCING STEEL SHALL CONFORM TO ASTM A615; YIELD STRENGTH = 60 KSI, MINIMUM.
<br />3, CONTRACTOR SHALL SUBMIT REINFORCEMENT SHOP DRAWINGS FOR REVIEW PRIOR TO CONSTRUCTION,
<br />4, CONTRACTOR SHALL PROVIDE CONCRETE MIX DESIGNS FOR REVIEW PRIOR TO POURING,
<br />PUBLIX MIX DESIGN REQUIREMENTS: NO CEMENT REPLACEMENT(I.E, FLY ASH), 500 LBS, MIN CEMENT
<br />MAX, W/C RATIOS: 0.58 FOR 3000 PSI. ALL CONCRETE SHALL BE 3000 PSI.
<br />5, CONTRACTOR SHALL PROVIDE COPIES OF ALL STRUCTURAL CONCRETE COMPRESSIVE STRENGTH
<br />TEST RESULTS TO THE ENGINEER OF RECORD FOR REVIEW, ALSO, CONTRACTOR TO HAVE COPIES
<br />OF CONCRETE TEST REPORTS AVAILABLE ON SITE.
<br />6, FOR READY -MIX CONCRETE, THE MAXIMUM TIME PERMITTED BETWEEN BATCHING AND
<br />DEPOSITING IN THE FORMS IS 90 MINUTES. CONCRETE EXCEEDING THE ABOVE SHALL BE REJECTED,
<br />7, THE ADDITION OF WATER AT THE SITE TO INCREASE CONCRETE SLUMP SHALL NOT BE ALLOWED
<br />AND SHALL BE JUST CAUSE FOR REJECTION OF THAT BATCH OF CONCRETE,
<br />8, MINIMUM CONCRETE COVER TO REINFORCING STEEL, UNLESS NOTED OTHERWISE ON DRAWINGS:
<br />CAST AGAINST EARTH = 3'
<br />EXPOSED TO EARTH OR WEATHER = FOR #5 OR LESS USE 1 1/2', ALL OTHERS 2'
<br />BEAMS AND COLUMNS = 1 1/2'
<br />9, ALL REINFORCEMENT SHALL BE SECURELY HELD IN PLACE BY STANDARD ACCESSORIES
<br />DURING CONCRETE PLACEMENT.
<br />10, PROVIDE THE FOLLOWING MINIMUM LAP SPLICES: #4=29', #5=36', #6=43', #7=63', #8=72',
<br />FOR ALL REINFORCING BARS, UNLESS NOTED OTHERWISE. DO NOT SPLICE TIE BEAM
<br />REINFORCEMENT OVER OPENINGS. DO NOT SPLICE FOOTING REINFORCEMENT UNDER OPENINGS.
<br />11, IN WALL FOOTINGS, CONCRETE BEAMS AND BOND BEAMS,PROVIDE BENT BARS AT CORNERS
<br />AND INTERSECTIONS OF THE SAME NUMBER AND SIZE AS THE STRAIGHT BARS,
<br />CONCRETE MASONRY UNITS
<br />1. CONCRETE MASONRY UNITS SHALL BE HOLLOW UNIT MASONRY IN ACCORDANCE WITH ASTM
<br />C90 AND SHALL HAVE A MINIMUM NET AREA COMPRESSIVE STRENGTH OF 1900 PSI,
<br />2, IN ACCORDANCE WITH ACI 530, THE 1900 PSI BLOCK IN COMBINATION WITH TYPE M
<br />OR S MORTAR (1800 PSI, MIN,) PROVIDE A DESIGN COMPRESSIVE STRENGTH OF F'M = 1500 PSI.
<br />3. FILLED CELL GROUT IS NOT TO BE MIXED ON -SITE, BUT MUST COME FROM A READY MIX SUPPLIER.
<br />4, A MIX DESIGN FOR THE FILLED CELL GROUT MUST BE SUBMITTED TO THE ENGINEER FOR APPROVAL,
<br />5, COMPRESSIVE STRENGTH TESTS MUST BE CONDUCTED FOR FILLED CELL GROUT,
<br />6. HOOK VERTICAL BARS INTO FOOTING, AND EXTEND INTO AND HOOK IN TOP OF WALL BOND BEAM,
<br />PROVIDE STANDARD ACI 90 DEGREE HOOK AT DISCONTINUOUS END OF VERTICAL BARS.
<br />(10' MIN, HOOK LENGTH), LAP VERTICAL REINFORCEMENT PER MASONRY LIFT DETAIL,
<br />7, EXPANSION BOLTS AND/OR SLEEVE ANCHORS ARE NOT ALLOWED IN PUBLIX WALLS,
<br />8, ALL EXTERIOR MASONRY WALLS TO BE FILLED FULL HEIGHT WITH APPROVED MASONRY WALL
<br />INSULATION ABOVE FINISHED FLOOR.
<br />STRUCTURAL STEEL
<br />1, HOT -ROLLED STEEL BEAMS SHALL BE ASTM A992 (50 KSI), PLATES, BARS, CHANNELS, RODS AND ANGLES
<br />SHALL CONFORM TO ASTM A36,
<br />2. ANCHOR BOLTS SHALL CONFORM TO ASTM F1554, GR36(MIN.) AND MUST BE MECHANICALLY BENT,
<br />NOT TEMPERED OR HEATED. HIGH STRENGTH BOLTS SHALL BE ASTM A325,
<br />3, STEEL PIPE SHALL CONFORM TO ASTM A53, GRADE B, FY=35 KSI.
<br />4, HOLLOW STRUCTURAL SECTIONS (HSS) SHALL CONFORM TO ASTM A500 GRADE B (FY=46 KSI).
<br />5, ALL WELDS SHALL BE MADE WITH E70 LOW HYDROGEN ELECTRODES, BY QUALIFIED
<br />WELDERS AS PER AMERICAN WELDING SOCIETY REQUIREMENTS (AWS D1.1), SUBMIT WELDERS
<br />CERTIFICATES FOR WELDERS EMPLOYED ON THE PROJECT, VERIFIYING AWS QUALIFICATIONS
<br />WITHIN THE PREVIOUS 12 MONTHS. ALSO, ONE OF THESE CERTIFICATIONS MUST BE AVAILABLE
<br />AT THE JOB SITE.
<br />6, ALL BOLTS SHALL BE HIGH -STRENGTH ASTM A325, 3/4IN. DIA., UNLESS NOTED OTHERWISE.
<br />BOLTED CONNECTIONS SHALL BE SNUG -TIGHT (1/3 TURN AFTER SEATED), U.N,O,
<br />7, CONTRACTOR SHALL PROVIDE ADEQUATE TEMPORARY BRACING, SHORING AND GUYING OF
<br />THE FRAMING AGAINST WIND, CONSTRUCTION LOADS OR OTHER TEMPORARY FORCES UNTIL
<br />SUCH PROTECTION IS NO LONGER REQUIRED FOR THE SAFE SUPPORT OF THE STRUCTURE,
<br />8, RETURN ALL WELDS AT CORNERS TWICE THE NOMINAL WELD SIZE MINIMUM.
<br />9, FRAMING CONNECTIONS SHALL BE AISC TYPE 2 DOUBLE -ANGLE BOLTED CONNECTIONS,
<br />U,N,O, SELECT CONNECTIONS TO SUPPORT ONE-HALF THE TOTAL UNIFORM LOAD
<br />CAPACITY SHOWN IN THE UNIFORM LOAD TABLES, PART 3 OF THE AISC MANUAL (13th ed.),
<br />FOR THE SPAN AND GRADE OF STEEL SPECIFIED,
<br />10. NO HOLES, OTHER THAN THOSE SHOWN ON THE STRUCTURAL DRAWINGS, SHALL BE PERMITTED
<br />WITHOUT THE WRITTEN APPROVAL OF THE ENGINEER OF RECORD.
<br />11, WELDS, NOT OTHERWISE DESIGNATED, SHALL BE 1/4IN, MINIMUM FILLET,
<br />12, SEE ARCHITECTURAL ELEVATIONS, SECTIONS AND DETAILS FOR MISCELLANEOUS STEEL.
<br />13. ALL HEADED STUD ANCHORS (ASTM A108) AND ANCHOR BOLTS TO HAVE A MIN, 8' EMBEDMENT, U,N,O,
<br />14, CONTRACTOR SHALL ENGAGE AN INDEPENDENT TESTING LABORATORY AND INSPECTION AGENCY TO
<br />PERFORM STEEL ERECTION INSPECTIONS AND TESTING. COPIES OF ALL STEEL INSPECTION REPORTS
<br />SHALL BE SENT TO THE ENGINEER OF RECORD AND PUBLIX CONSTRUCTION.
<br />15, CONTRACTOR SHALL COMPLY WITH ERECTION TOLERANCES AS STATED IN THE AISC CODE OF
<br />STANDARD PRACTICE, AISC 303-05.
<br />LIGHT GAUGE FRAMING
<br />1, ALL LIGHT GAUGE STEEL FRAMING SHALL CONFORM TO THE 'SPECIFICATIONS FOR THE DESIGN OF
<br />COLD -FORMED STRUCTURAL STEEL MEMBERS,' AISI.'
<br />2, ALL STUDS SHALL BE EQUAL TO A MINIMUM OF 6-INCH 54 MIL THICK, U,O,N, FOR EXTERIOR APPLICATIONS
<br />3, ALL STUDS SHALL BE 'C' SHAPE, U,O,N,
<br />4. MATERIALS, U.O,N,:
<br />54, 68 AND 97 MIL STUDS 50 KSI
<br />27, 33, AND 43 GA. STUDS 33 KSI
<br />RUNNERS AND ACCESSORIES 33 KSI
<br />5, PROVIDE MANUFACTUERS STANDARD STEEL RUNNERS, BRIDGING, BLOCKING, LINTELS, CLIP ANGLES,
<br />BRACING, REINFORCEMENTS, FASTENERS, ETC, AS REQUIRED TO PROVIDE A COMPLETE STEEL
<br />FRAMING SYSTEM CAPABLE OF ACCOMMODATING THE LOADS PRESENTED IN THE CONSTRUCTION
<br />DOCUMENTS.
<br />6. ALL PARTS AND ACCESSORIES SHALL BE FORMED FROM STEEL HAVING A G-60 GALVANIZED COATING
<br />MEETING THE REQUIREMENTS OF ASTM A525 / ASTM A653.
<br />7, ALL CONNECTIONS SHALL BE (4) #10-12 TEK SCREWS AS A MINIMUM, U,O.N, OR AS REQUIRED BY
<br />MANUFACTURER AND APPROVED BY STRUCTURAL ENGINEER.
<br />8, INSTALL METAL FRAMING IN ACCORDANCE WITH MANUFACTURERS INSTRUCTIONS AND/OR
<br />SPECIFICATIONS.
<br />9, SPLICES IN STUDS SHALL NOT BE PERMITTED,
<br />10. ALL PROPOSED ALTERNATE CONNECTION CLIPS SHALL BE SUBMITTED TO BUILDING ENGINEER FOR
<br />REVIEW. SUBMITTAL SHALL INCLUDE APPLICABLE LOAD TABLES FOR CLIPS,
<br />11, ALL LIGHT GAUGE STEEL FRAMING SHALL CONFORM TO ASTM C645 AND SHALL BE 33 KSI MINIMUM
<br />YIELD STRENGTH,
<br />12, ALL STUD MATERIALS SHALL BE 20 GAUGE (33 MIL) OR AS NOTED ON PLANS,
<br />13, ALL NON -COMPOSITE (1 SIDE DRYWALL) INTERIOR PARTITION WALLS SHALL HAVE HORIZONTAL BRIDGING
<br />AT 4'-0' O.C, BETWEEN LATERAL SUPPORTS. BRIDGING ALSO REQUIRED ABOVE 2 SIDED DRYWALL THAT
<br />STOPS SHORT OF THE DECK,
<br />14. CONNECTION TYPES (U,O,N,);
<br />A. STUD TO RUNNER TRACK: (1)#10-12 TEK SCREW EACH LEG, (2 TOTAL)
<br />B. BOTTOM RUNNER TRACK TO SLAB: (2) 3/16' X 1 1/2' CONCRETE SCREWS (TAPCONS) AT EACH STUD
<br />AND (1) OF SAME SPACED BETWEEN THE STUDS.
<br />C. TOP RUNNER TRACK TO STEEL CHANNELS: 0,145' DIA x 1/2' SHANK PAFs
<br />(HILTI X-EDNI) @ 8' O,C„STAGGERED, (ALSO REFER TO HANGING SOFFIT DETAILS ON S-3),
<br />D. TOP RUNNER TRACK RUNNING PERPENDICULAR TO JOISTS (WALL BEARING ON SLAB); (4) #10-12 SCREWS
<br />(OR HILTI X-EDNI) TO BOTTOM CHORD OF EACH JOIST,
<br />E, TOP RUNNER TRACK TO STEEL DECKS (2) #10-12 TEK SCREWS @ EACH STUD LOCATION AND (1) OF SAME
<br />SPACED BETWEEN THE STUDS,
<br />F, KICKER/BRACE STUD TO VERTICAL STUD (4) #10-12 TEK SCREWS,
<br />G. KICKER/BRACE STUD TO STEEL JOIST: 18 GAGE CLIP, WITH (4) #10-12 TEK SCREWS TO
<br />BRACE AND (4) #12-10 TEK SCREWS TO STEEL JOIST BOTTOM CHORD,
<br />15, REFER TO ARCHITECTURAL PLANS AND WALL SECTIONS FOR STUD WALL LOCATIONS AND CONFIGURATIONS,
<br />EXISTING
<br />CONC. SLAB
<br />Of
<br />NEW CONCRETE SLAB TRENCH (REF: PLANS FOR WIDTH) EXISTING
<br />(MATCH EXISTING SLAB THICKNESS) CONC. SLAB
<br />_ FLOOR FINISH NOT SHON.
<br />MATCH EXISTING.
<br />- -III-- \
<br />6- � 6- j
<br />REPLACEMENT BASE AND TRENCH
<br />BACKFILL SHALL BE PLACED IN 6'
<br />LIFTS, EACH LIFT COMPACTED TO 98%
<br />STANDARD PROCTOR, VISUAL INSPECTION
<br />OF COMPACTION IS ACCEPTABLE IN LIEU
<br />OF THIS REQUIREMENT PROVIDED THAT
<br />INSPECTIONS ARE DONE BY CERTIFIED
<br />MATERIAL TESTING COMPANY WITH A
<br />SIGNED AND SEALED REPORT, PROVIDE 1/2' EXPANSION
<br />JOINT (FLOATING SLAB) AT
<br />EXTERIOR CMU WALL, TYP.
<br />(WHERE OCCURS)
<br />SLAB PATCHING DETAIL
<br />SCALE: NONE
<br />C
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<br />a o SLOPE TO DRAIN
<br />FIN GRADE r °
<br />cc
<br />CONT. 8"x12" CONc.
<br />IHICKENFD SLAB 8"
<br />W/2#5 CONI. (TYP. 1 -
<br />ALL AROUND)
<br />--
<br />7i
<br />#4 DOWELS, 12" LONG @ 2'-0' O.C.,
<br />STAGGERED EACH SIDE, DRILL AND
<br />EPDXY 6' INTO EXISTING SLAB, USE
<br />HILTI HIT HY-200 EPDXY
<br />(DOWELS NOT REQUIRED IF SLAB TRENCH
<br />IS LESS THAN 24' WIDE.)
<br />NEW CONC, SLAB (3000 PSI) W/WWR 6x6-W1.4xW1.4.
<br />MATCH EXISTING SLAB THICKNESS.
<br />INCLUDE NEW VAPOR BARRIER AT INTERIOR
<br />APPLICATIONS.
<br />COOLER WALL
<br />REF. FLOOR FINISH NOT SHOWN,
<br />6" 6" 6" LUMBING MATCH EXISTING.
<br />ui 77 z
<br />d wm
<br />WIN
<br />6"�
<br />REPLACEMENT BASE AND TRENCH
<br />BACKFILL SHALL BE PLACED IN 6'
<br />LIFTS, EACH LIFT COMPACTED TO 98%
<br />STANDARD PROCTOR, VISUAL INSPECTIO
<br />OF COMPACTION IS ACCEPTABLE IN LIE
<br />OF THIS REQUIREMENT PROVIDED THAT
<br />INSPECTIONS ARE DONE BY CERTIFIED
<br />MATERIAL TESTING COMPANY WITH A
<br />SIGNED AND SEALED REPORT.
<br />CONC. SLAB
<br />c4 #4 DOWELS, 12' LONG @ 2'-0' O.C.,
<br />a STAGGERED EACH SIDE, DRILL AND
<br />EPDXY 6' INTO EXISTING SLAB, USE
<br />HILTI HIT HY-200 EPDXY
<br />(DOWELS NOT REQUIRED IF SLAB TRENCH
<br />IS LESS THAN 24' WIDE.)
<br />1'-4"
<br />NEW CONC. SLAB (3000 PSI)
<br />W/WWR 6x6-W1.4xW1.4.
<br />MATCH EXISTING SLAB THICKNESS.
<br />INCLUDE NEW VAPOR BARRIER AT INTERIOR
<br />APPLICATIONS.
<br />REFERENCE PLAN EXISTING
<br />NEW CONCRETE SLAB CONC. SLAB
<br />(MATCH EXISTING SLAB THICKNESS AND THICKEN AS SHOWN)
<br />TRENCH DRAIN DETAIL
<br />SCALE: NONE
<br />7'-6" 7'-6" 7'-9" 7'-9' CON]. 8"x12" CONC.
<br />-- --- -- -- -
<br />HI K _N L.AI.
<br />j W/2#5 CON T, (TYP.
<br />COM P^,TOR SLAB FOUNDATION PLAN
<br />MENT SHALL BE 100% VIRGIN POLYPROPYLENE, FIBRILLAIED FIBERS,
<br />NUFACTURED FOR USE AS CONCRETE SECONDARY REINFORCEMENT (ASTM C-1116).
<br />OF FIBERGLASS ADMIXTURE PER CUBIC YARD OF CONCRETE_ IS
<br />LBS). THE TYPICAL FIBER LENGTH IS % TO 'a INCHES.
<br />2'-0" - TRENC;H DRAIN 2' 0" _
<br />TRENCH DRAIN
<br />TYP. RFCESSFD 1" RECESSED 1" TYP.
<br />SLOPE TO DRAIN SLOPE TO DRAIN SLOPE TO DRAIN
<br />4 e
<br />o
<br />SECTION A- A 77r
<br />SCALE: NONE
<br />TRASH COMPACTOR FOUNDATION PLAN & SECTIONS
<br />SCALE: NONE
<br />4 0 - ---
<br />MIN. RAMP (VERIFY)
<br />� FIN. GRADE
<br />MIN. 24' BEYOND
<br />EXISTING NEW _
<br />CONC. SLAB CONC. SLAB #4 DOWELS, 12' LONG @ 2'-0' O.C.,
<br />STAGGERED EACH SIDE, DRILL AND
<br />EPDXY 6' INTO EXISTING SLAB, USE
<br />HILTI HIT HY-200 EPDXY
<br />FLOOR FINISH NOT SHOWN.
<br />MAT�STING.
<br />L6- 1, sn
<br />REPLACEMENT BASE AND TRENCH NEW CONC. SLAB (3000 PSI) W/WWR
<br />BACKFILL SHALL BE PLACED IN 6' 6x6-W1.4xW1.4,
<br />LIFTS, EACH LIFT COMPACTED T 9 MATCH EXISTING SLAB THICKNESS.
<br />STANDARD PROCTOR, VISUAL INS INCLUDE NEW VAPOR BARRIER AT INTERIOR
<br />OF COMPACTION IS ACCEPT I APPLICATIONS.
<br />OF THIS REQUIREMENT PROV
<br />INSPECTIONS ARE DONE BY CE FI
<br />MATERIAL TESTING COMPANY WI A
<br />SIGNED AND SEALED REPORT. PROVIDE 1/2' EXPANSION
<br />JOINT (FLOATING SLAB) AT
<br />EXTERIOR CMU WALL, TYP.
<br />(WHERE OCCURS)
<br />SLAB PATCHING DETAIL
<br />SCALE: NONE
<br />EXISTING _ NEW
<br />NC. SLAB CONC. SLAB #4 DOWELS, 12' LONG @ 2'-0' O.C.,
<br />STAGGERED EACH SIDE, DRILL AND
<br />EPDXY 6' INTO EXISTING SLAB, USE
<br />HI HY-200 EPDXY
<br />( ELS T REQUIRED IF SLAB TRENCH
<br />S S AN 24' WIDE.)
<br />❑OR NISH NOT SHOWN, REF; ARCH
<br />L6-
<br />6"
<br />REPLACEMENT BASE AND TREN --w
<br />BACKFILL SHALL BE PLACED IN
<br />LIFTS, EACH LIFT COMPACTED TO 98%
<br />STANDARD PROCTOR, VISUAL INSPECTION
<br />OF COMPACTION IS ACCEPTABLE IN LIEU
<br />OF THIS REQUIREMENT PROVIDED THAT
<br />INSPECTIONS ARE DONE BY CERTIFIED
<br />MATERIAL TESTING COMPANY WITH A
<br />I, III -
<br />III
<br />NEW 4' CONC, SLAB (3000 PSI)
<br />W/WWR 6x6-W1.4xW1.4. INCLUDE NEW VAPOR
<br />BARRIER AT INTERIOR APPLICATIONS.
<br />SIGNED AND SEALED REPORT. PROVIDE 1/2' EXPANSION
<br />JOINT (FLOATING SLAB) AT
<br />EXTERIOR CMU WALL, TYP,
<br />(WHERE OCCURS)
<br />r5� SLAB PATCHING DETAIL
<br />SCALE: NONE
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<br />8 2019
<br />Hawkins Construction, Inc.
<br />
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