|
---,--- ----I--- ----,-
<br />• I • I I I I
<br />I I I I I I
<br />i I I I I I
<br />i • • I I
<br />• SEE SHT.S-1FOR TYP. REINFORCING TO EXTEND FROM FTGS TO
<br />I VERTICAL REINFG SIZE AND ROOF OR PARAPET BEAM AS REO'D.
<br />SPACING. PROVIDE HOOKED AT MASONRY OPENING LOCATIONS,
<br />I DOWELS AT FTGS AND TIE REINFG TO EXTEND FROM LINTEL TO ROOF
<br />BEAMS. OR PARAPET BEAM a A R HOOK REINFG
<br />I
<br />S EQ D. 00 EIN G
<br />TO FTG AND BEAM STEEL AT TERMINATIONS.
<br />I
<br />ALTERNATE INTERLOCKING
<br />MASONRY BLOCK COURSES
<br />HORIZONTAL JOINT REINF.(9 GAGE)
<br />LADDER TYPE @ 16" O.C. (VERT.)
<br />r7'�CORNER WALL DETAIL
<br />S-] SCALE: 3/° = 1'-0"
<br />REINFORCING TO EXTEND FROM FTGS TO
<br />ROOF OR PARAPET BEAM AS REO'D.
<br />AT MASONRY OPENING LOCATIONS,
<br />HORIZONTAL JOINT REINF.(9 GAGE) REINFG TO EXTEND FROM LINTEL TO ROOF
<br />LADDER TYPE @ IS" O.C. (VERT.) OR PARAPET BEAM AS REQ'D. HOOK REINFG
<br />TO FTG AND BEAM STEEL AT TERMINATIONS.
<br />I I I I
<br />I I I I
<br />I I I i
<br />I I I I
<br />L -
<br />0-
<br />M >-
<br />PLACE MASONRY IN A RUNNING ~ SEE SHT. 5-1 FOR TYP. VERTICAL
<br />BOND PATTERN (TYP.) WALL REINFG SIZE AND SPACING.
<br />4 TYPICAL WALL DETAIL -
<br />SCALE:
<br />3/"= I'-0"
<br />%2" DIA. BOLTED
<br />CONNECTION AS SHOWN;
<br />TACK WELD
<br />STEEL JOIST
<br />@ 5'X0 F " O.C. (MAX.)
<br />OR %2" DIA. x 8" LONG
<br />HANGING BOLTED
<br />CONNECTION, WHEN
<br />CHANNEL IS AT BOTTOM
<br />OF JOIST ELEVATION.
<br />/
<br />/� ♦
<br />�/
<br />C4x5.4 WITH SLOTTED HOLES.
<br />/
<br />NOTE: CHANNEL MAY BE INVERTED
<br />/
<br />/
<br />TO AVOID INSET OF STUD TRACK,
<br />..-""-"► ► ♦/
<br />STUDS (SEE ARCH. DETAILS)
<br />18 GAGE STRAP
<br />/ @ 48" D.C. (MAX.)
<br />j OVER CHANNEL
<br />/ W/ (6) 1110 SKEWS
<br />30.
<br />(3 E.SJ INTO STUD
<br />PROVIDE CONT. LATERAL BRACING
<br />Mw
<br />BETWEEN STUDS ABOVE THE
<br />1
<br />LOCATION OF THE KICKER.
<br />1
<br />I
<br />1
<br />1
<br />,
<br />I
<br />i
<br />�
<br />1
<br />1
<br />i
<br />i
<br />KICKER BACK TO JOIST BOTTOM
<br />1
<br />°
<br />CHORD OR ADJACENT STUD WALL
<br />I
<br />°
<br />@ 48" 0,C. MIN. (MATCH STUD SIZE
<br />LIGHT GAGE
<br />AND GAGE)
<br />STUDS
<br />(3) #10 SCREWS
<br />/
<br />11*
<br />SEE
<br />ARCH. DETAILS
<br />SOFFIT DETAIL
<br />(PARALLEL
<br />TO
<br />ROOF
<br />JOISTS)
<br />NO SCALE
<br />STOP 00
<br />2" BELO
<br />COURSE L NE
<br />ON
<br />11
<br />CDo
<br />z
<br />Q
<br />„
<br />w
<br />I-
<br />J
<br />U
<br />ONLY USE MAX POUR HEIGHT
<br />WHERE CLEAN -OUTS CAN BE
<br />w
<br />o
<br />HIDDEN FROM INTERIOR AND
<br />r
<br />EXTERIOR VIEW. (I.E. BELOW
<br />3
<br />GRADE OR EXTERIOR FINISH)
<br />o
<br />X
<br />w
<br />CD
<br />MASONRY REINFORCEMENT
<br />LAP REQUIREMENTS:
<br />115 = 32" (FOR FBC, USE 30")
<br />116 = 52" (FOR FBC, USE 36")
<br />117 = 61" (FOR FBC, USE 42")
<br />FBC LENGTHS ARE FOR
<br />FLORIDA ONLY.
<br />3" 3" )MIN.) CLEAN -OUT
<br />x HOLE.REMOVE ALL OVERHANG
<br />MORTAR AND DEBRIS FROM
<br />STD ACI HOOK WITHIN CELL TO BE FILLED
<br />TOP OF FND.
<br />D D D O D
<br />D D D D
<br />D D D
<br />NOTES:
<br />1. SEE PLANS, SECTIONS AND NOTES FOR LOCATIONS) OF FILLED
<br />CELLS AND FOR REINFORCING.
<br />2. CONCRETE FOR FILLED CELLS:
<br />STRENGTH = 3000 PSI MIN. @ 28 DAYS (NO FLY ASH)
<br />MAX. AGGREGATE SIZE: a' (PEA GRAVEL)
<br />SLUMP = 9' +/- V
<br />SUBMIT MIX DESIGN FOR REVIEW BY THE ENGINEER.
<br />DO NOT USE THE SAME MIX DESIGN AS FOR
<br />OTHER CAST -IN -PLACE CONCRETE.
<br />3. ALLOW MORTAR TO SET, 24 HOURS MINIMUM, PRIOR TO
<br />COMMENCING GROUTING
<br />MASONRY LIFT DETAIL
<br />SCALE: 3/q" = 1'-0,
<br />�JI
<br />ALTERNATE INTERLOCKING
<br />I� MASONRY BLOCK COURSES
<br />I I
<br />I I
<br />VERT. REINFORCING TO EXTEND FROM FTGS TO
<br />• • ROOF OR PARAPET BEAM AS REO'D.
<br />' AT MASONRY OPENING LOCATIONS,
<br />I I I
<br />I I I I I
<br />VERT. REINFG TO EXTEND FROM LINTEL TO R 0
<br />-'- -
<br />- - OR PARAPET BEAM AS REO'D. H R HOOK NF EI G
<br />T FT AN BEAM STEEL ATTERMINATIONS.
<br />I I
<br />0 G DB SEL
<br />- - - - - SEE SHT. S-1 FOR TYP.
<br />VERTICAL REINFG SIZE AND
<br />SPACING. PROVIDE HOOKED
<br />DOWELS AT FTGS AND TIE
<br />HORIZONTAL JOINT REINF.(9 GAGE) BEAMS.
<br />LADDER TYPE @ 16" O.C. (VERT.)
<br />TYP. INTERSECTING WALL DETAIL
<br />SCALE: 3/" = 1'-0"
<br />REINFORCING TO EXTEND FROM FTGS TO
<br />ROOF OR PARAPET BEAM AS REO'D.
<br />• AT MASONRY OPENING LOCATIONS,
<br />I REINFG TO EXTEND FROM LINTEL TO ROOF
<br />OR PARAPET BEAM AS REO'D. HOOK REINFG
<br />• I TO FTG AND BEAM STEEL AT TERMINATIONS.
<br />SEE SHT. S-1 FOR TYP.
<br />VERTICAL REINFG SIZE AND
<br />SPACING. PROVIDE HOOKED
<br />DOWELS AT FTGS AND TIE
<br />BEAMS.
<br />TYP MASONRY OPENING DETAIL
<br />SCALE: 3/4" = I'-0"
<br />SEE 1/S-7 FOR STRAP
<br />ATTACHMENT REQUIREMENTS.
<br />STEEL JOIST
<br />%2" DIA. BOLT @ EACH JOIST (TYP.
<br />i ONLY WHEN THERE IS A CONFLICT I
<br />C4x5.4 WITH SLOTTED HOLES.
<br />I WITH A PANEL POINT, A TACK WELD I
<br />NOTE: CHANNEL MAY BE INVERTED
<br />ON EACH SIDE OF THE CHANNEL MAY I
<br />TO AVOID INSET OF STUD TRACK.
<br />BE SUBSTITUTED FOR THE BOLT, I
<br />1 1
<br />I
<br />3o-
<br />M!/V STUDS (SEE ARCH. DETAILS)
<br />i
<br />JOIST I
<br />PROVIDE CONT. LATERAL BRACING
<br />BETWEEN STUDS ABOVE THE
<br />1
<br />1
<br />LOCATION OF THE KICKER.
<br />I
<br />1
<br />KICKER BACK TO JOIST BOTTOM
<br />CHORD AT EACH JOIST LOCATION.
<br />MAXIMUM SPACING @ G'-O" O.C.
<br />i
<br />i
<br />I
<br />I
<br />(MATCH STUD SIZE AND GAGE)
<br />I
<br />j
<br />(3) 1110 SCREWS
<br />1
<br />1
<br />I CHANNEL I
<br />- - - - - - - - - - - - - - - - - - - - - - - - - i
<br />SEE ARCH, DETAILS
<br />SOFFIT DETAIL
<br />n (PERPENDICULAR
<br />TO
<br />ROOF
<br />JOISTS)
<br />NO SCALE
<br />12"x16" CONC BM WITH
<br />2#8 TOP & BOTT. AND
<br />#3 STIRRUPS AT 8" O.C/
<br />12"x16" MASONRY COL
<br />VA. W/ 4#7 VERT W/ 2
<br />r1I EACH CELL
<br />BLOCK INFILL WITH VERTICAL
<br />REINFORCEMENT SPACED PER
<br />PLANS. DOWEL INTO HEADER
<br />BEAM AND WALL FOOTING.
<br />FILLED CELL
<br />12'-0' WIDE MAX.
<br />FIN 'FLOOR
<br />WALL FTG
<br />- - - - - - - - --=1 - - - - - - - - - - - - - - - =-1--t-------
<br />HOOK TO
<br />WALL FTG
<br />REINFG
<br />PRE -NOTCHED CONC MASONRY OFFSET CONTROL
<br />BLK.TYP. AT CONTROL JOINTS JOINT TO END OF
<br />RUBBER CONTROL JOINT HEADER WHEN
<br />WITH BACKER ROD ADJACENT TO OR
<br />A OVER AN OPENING.
<br />AND SEALANT T
<br />'i♦i
<br />yip
<br />l�
<br />►O�11
<br />II
<br />d
<br />�•�
<br />♦�
<br />---- --- --- - -- --- CONTROL JOINTS DONUT
<br />(2) #7 IN FILL )CELLS EXTEND THRU TIE BEAMS,
<br />%" (1 EACH FACE OF CELL) BOND BEAMS OR HEADERS.
<br />TYP CONC. MASONRY BLOCK DO NOT PLACE C.J. OVER
<br />OPENINGS.
<br />nTYP. MASONRY CONTROL JOINT
<br />SCALE: 3�4" = 1'-0"
<br />12' BLK. WALL
<br />PROVIDE 12'x14" MIN. BEAM AT
<br />EXTERIOR DOOR OPENINGS.
<br />#3 TIES AT 12' O.C.
<br />(6'-O' MAX. SPAN)
<br />4' TO 31/2" CONC. SLAB W/#5 AT
<br />6" TOP AND #5 AT 8' BOT. (TRANS).
<br />°
<br />2 #5
<br />°
<br />#5 AT G" O.C.
<br />2 #5 1111
<br />°..
<br />SEE ELEVATIONS
<br />cn
<br />DRIP
<br />2`0'Al
<br />EXTEND EYEBROW AND HEADER
<br />METAL DOOR FRAME
<br />MIN.B"BEYOND DOOR OPNG.
<br />SEE SHT A-2
<br />6 ONCRETE
<br />EYEBROW-
<br />S-7 SCALE: 3/" = 1'-0"
<br />TOP/COLUMN = 23'-0"
<br />I I
<br />I 1
<br />I I
<br />L3x3xl/4 BETWEEN BOTTOM CHORD
<br />I 1 OF ADJACENT JOISTS. WELD TO JOIST
<br />AT EACH END AND TO COLUMN AS SHOWN.
<br />i
<br />BOT/ANGLE = 2F-IV (APPROX.) /2
<br />I I
<br />- I I
<br />I I
<br />I I
<br />I I
<br />I I
<br />)Is" 4" °
<br />BOT/CHANNELS = 15'-G" (VERIFY)
<br />I VV I IIVV, "i Jul ILUULLU.
<br />n TYP CONST. OPENING DETAIL I rl 2S ECTION
<br />SCALE: 1/4" = 1'-0"
<br />1�
<br />Co
<br />HSS COLUMNcn
<br />0
<br />JOIST
<br />%" BENT PLATE
<br />EACH FACE (WELD
<br />TO COLUMN)
<br />w
<br />CD
<br />c3
<br />0
<br />ANGE CHANNELS.
<br />NI-16-P3 TO EACH SIDE
<br />FOR WINDOW HEADER,
<br />�-7SCALE; 1" = 1'-0"
<br />A
<br />I \
<br />In\ I \�
<br />I I \ I I\ \
<br />i I 2,_611 2,_6" I I
<br />11%2" DIA., SCH. 40 PIPE
<br />(1.9" O.D. FOR MUSAK DISH i i 2l/2" DIA., SCH. 40 PIPE I
<br />I I (2.875" O.D.) FOR _@
<br />II LOTTO DISH
<br />WELD CAPS AT ENDS II I I PAINT ALL EXPOSED STEEL WITH
<br />OF PIPE/TUBE.(TYP) II TS 5x346 i RUST INHIBITING PAINT.
<br />JOIST
<br />L 4"x4"x3/8" FRAMED 13A 4° DIA., SCH 40 PIPE
<br />AROUND PIPE COLUMN. SHALL BE WELDED ALL
<br />S_] AROUND TO ANGLE
<br />SUPPORTS.
<br />13 DISH FRAMING PLAN
<br />S-7 I SCALE: 3/4" = V-0"
<br />-
<br />------- - - - ---------- - - - - -- m
<br />PROVIDE (2) 1" I.D. PIPE +I -N
<br />FOR CABLE ACCESS, I PIPE SHALL BE WELDED ALL
<br />BEND DOWN I ' AROUND TO SUPPORT. (TYP)
<br />II
<br />ANGLE BEARING ON JOIST ICI PUDDLE WELD METAL DECK
<br />WELD TO JOIST i i TO ANGLES. m
<br />I I
<br />TOP OF JOIST I I
<br />GIST
<br />L 4'x4"x3/8' -
<br />WELD TO ANGLE
<br />GIST
<br />ill I V I
<br />4" DIA. SCH. 40
<br />PIPE (OD=4.5")
<br />HSS COLUMN
<br />BEYOND
<br />II
<br />I I
<br />BENT STL PLATE
<br />WELD TO COLUMN & �I
<br />STL PIPE
<br />%' STL BOTTOM PLATE I 3/8" STL PLATE EACH
<br />FULL WELD CUT TO FIT FACE (WELD TO COL)
<br />2" DIA. HOLE
<br />13A
<br />SECTION FOR CABLES
<br />S-] SCALE: 3/" = 1,-0"
<br />GENERAL NOTES
<br />DESIGN LOADS
<br />).DEAD LOADS,LIVE LOADS AND WIND LOADS ARE SPECIFIED ON THE PLAN SHEETS.
<br />2. THIS STRUCTURE HAS BEEN DESIGNED TO COMPLY WITH LATEST EDITION OF THE FLORIDA BUILDING
<br />CODE, INTERNATIONAL BUILDING CODE AND STANDARD BUILDING CODE.
<br />CONSTRUCTION SAFETY
<br />1. THESE DRAWINGS 00 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 />2.00 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 />L 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 3/"AND MAXIMUM
<br />DIFFERENTIAL SOIL SETTLEMENTS NOT EXCEED %2%
<br />5. PUBLIX REQUIRES SOIL COMPACTION OF 957 OF MODIFIED PROCTOR OR 987. OF STANDARD PROCTOR.
<br />REFER TO SITE SPECIFIC 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, 0.44 FOR 4000 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 />G. 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 - 1%2
<br />BEAMS AND COLUMNS = 12"
<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: 114=29% 115=36", 116=43", 117=63', 118=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 SLAB ON GRADE
<br />1. TYPICAL FLOOR SLAB TO BE 4' CONCRETE SLAB (3000 PSI) ON COMPACTED FILL WITH
<br />GXG- WIA X W1.4 WELDED WIRE FABRIC. WIRE MESH LIFTED INTO CONCRETE AS CONCRETE IS
<br />POURED. PUBLIX SLAB LOADS ARE APPROXIMATELY 150-200 PSF.
<br />2. FIBER REINFORCEMENT CAN BE USED IN PLACE OF WELDED WIRE FABRIC IN THE SLAB.
<br />FIBER REINFORCEMENT SHALL BE 10OX VIRGIN POLYPROPYLENE, FIBRILLATED FIBERS,
<br />SPECIFICALLY MANUFACTURED FOR USE AS CONCRETE SECONDARY REINFORCEMENT(ASTM C-1116).
<br />MINIMUM VOLUME OF FIBERGLASS ADMIXTURE PER CUBIC YARD OF CONCRETE IS
<br />0.1 PERCENT (1.5 LBS). THE TYPICAL FIBER LENGTH IS3/4INCHES. SUBMIT PRODUCT
<br />TO ENGINEER OF RECORD FOR APPROVAL.
<br />3. PROVIDE A FULLY SEALED VAPOR BARRIER AS PER SPECIFICATIONS. INSPECTION REQUIRED
<br />PRIOR TO CONCRETE SLAB BEING POURED.
<br />4. REAR LOADING DOCK SLAB AND RAMPS SHALL HAVE A BROOM FINISH, U.N.O.
<br />5. PROVIDE UNDER -SLAB POROUS FILL, WHERE RECOMMENDED IN GEOTECHNCIAL REPORT. ALSO, REFER
<br />TO EARTHWORK SPECIFICATION 312000.
<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 />G. 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 ENO OF VERTICAL BARS.
<br />(10" MIN. HOOK LENGTH). LAP VERTICAL REINFORCEMENT PER MASONRY LIFT DETAIL ON S-7.
<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 KSD. PLATES, BARS, CHANNELS, ROOS 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.
<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 KSD.
<br />5. ALL WELDS SHALL BE MADE WITH E70 LOW HYDROGEN ELECTRODES, BY QUALIFIED
<br />WELDERS AS PER AMERICAN WELDING SOCIETY REQUIREMENTS (AWS D1.D. SUBMIT WELDERS
<br />CERTIFICATES FOR WELDERS EMPLOYED ON THE PROJECT, VERIFIYING AWS QUALIFICATIONS
<br />WITHIN THE PREVIOUS 12 MONTHS. ALSO, ONE OF THESE CERT[FICATAIONS MUST BE AVAILABLE
<br />AT THE JOB SITE.
<br />6. ALL BOLTS SHALL BE HIGH -STRENGTH ASTM A325,3/IN. 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 CONSTANTS, PART 2 OF THE AISC 'ASD' MANUAL, FOR
<br />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 BE1/IN, MINIMUM FILLET.
<br />12. SEE ARCHITECTUAL ELEVATIONS, SECTIONS AND DETAILS FOR MISCELLANEOUS STEEL.
<br />13. ALL HEADED STUD ANCHORS (ASTM AL08) AND ANCHOR BOLTS TO HAVE A MIN. 8" EMBEDMENT, U.N.O.
<br />14.ALL INTERIOR PARTITION WALLS AND FRAMING TO BE GALVANIZED,20 GAGE, 3%' STEEL STUDS
<br />AT 16" O.C. (U.N.O.), CONFORMING TO ASTM A653 (FY=33 KSU. ALL INTERIOR PARTITION WALLS
<br />SHALL HAVE HORIZONTAL BRIDGING AT 5'-0" O.C. MAXIMUM BETWEEN LATERAL SUPPORTS (I.E. SLAB,
<br />ROOF DECK, DIAGONAL BRACING ELEVATION).
<br />15.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 />16. CONTRACTOR SHALL COMPLY WITH ERECTION TOLERANCES AS STATED IN THE AISC CODE OF
<br />STANDARD PRACTICE, AISC 303-05.
<br />STEEL BAR JOISTS
<br />1. STEEL JOISTS AND RELATED ACCESSORIES SHALL BE ENGINEERED AND FABRICATED BY NUCOR/VULCRAFT
<br />AND WILL BE PROVIDED BY PUBLIX. SEE SPECIFICATION 052100 ON THE PM SHEETS.
<br />2. GENERAL CONTRACTOR AND STEEL FABRICATOR TO COORDINATE WITH VULCRAFT SHOP DRAWINGS FOR ALL
<br />CONNECTIONS. SHOP DRAWINGS WILL BE AVAILABLE FROM VULCRAFT AFTER THE STORE HAS BEEN AWARDED.
<br />3. GENERAL CONTRACTOR WILL BE RESPONSIBLE FOR COORDINATING THE JOIST DELIVERY DATE WITH
<br />VULCRAFT. CONTRACTOR IS ALSO RESPONSIBLE FOR UNLOADING DELIVERY AND COVERING MATERIALS AT THE
<br />JOB SITE. THE CONTRACTOR IS RESPONSIBLE FOR ALL MATERIALS AFTER DELIVERY TO THE JOB SITE,
<br />4. THE JOISTS SHALL NOT SIT ON THE SITE FOR MORE THAN 10 DAYS BEFORE BEING ERECTED.
<br />5. ALL WORK SHALL BE IN ACCORDANCE WITH THE STANDARD SPECIFICATIONS FOR OPEN -WEB
<br />STEEL JOISTS, STANDARD SPECIFICATIONS FOR JOIST GIRDERS, AND THE RECOMMENDED
<br />CODE OF STANDARD PRACTICE FOR STEEL JOISTS AND JOIST GIRDERS, ALL AS ADOPTED
<br />BY THE STEEL JOIST INSTITUTE.
<br />G. JOIST UPLIFT DESIGN MAY INCLUDE 1/3 STRESS INCREASE, WHEN USING THE NET UPLIFT PRESSURES
<br />INDICATED ON SHEET S-7.
<br />7. CONTINUOUS HORIZONTAL BRIDGING SHALL BE USED INCLUDING WHERE CROSS -BRACING IS
<br />INDICATED. WELD BRIDGING TO TOP AND BOTTOM OF JOISTS.
<br />8. ALL JOISTS NOT REQUIRING BOLTED CONNECTIONS SHALL BE WELDED TO SUPPORT
<br />WITH3/16IN. WELDS 2 IN. LONG EACH SIDE.
<br />9. PROVIDE A LINE OF BOTTOM CHORD UPLIFT BRIDGING AT THE FIRST BOTTOM CHORD PANEL POINT,
<br />AT EACH END OF JOIST.
<br />10. JOISTS SHALL BEAR 2%2"MINIMUM ON STEEL. JOISTS BEARING ON MASONRY/CONCRETE SHALL
<br />BEAR 4" MINIMUM ON AN EMBEDDED STEEL PLATE.
<br />11. DO NOT USE TORCHES TO CUT JOIST CHORDS OR ANY OTHER STRUCTURAL STEEL MEMBERS.
<br />METAL DECKING
<br />1. STEEL DECK AND RELATED ACCESSORIES SHALL BE ENGINEERED AND FABRICATED BY NUCOR/VULCRAFT
<br />AND WILL BE PROVIDED BY PUBLIX. SEE SPECIFICATION 053000 ON THE PM SHEETS.
<br />2. GENERAL CONTRACTOR AND STEEL FABRICATOR TO COORDINATE WITH VULCRAFT SHOP DRAWINGS, WHICH
<br />WILL BE PROVIDED AFTER THE STORE HAS BEEN AWARDED.
<br />3. GENERAL CONTRACTOR WILL BE RESPONSIBLE FOR COORDINATING THE DECK DELIVERY DATE WITH
<br />VULCRAFT. CONTRACTOR IS ALSO RESPONSIBLE FOR UNLOADING DELIVERY AND COVERING MATERIALS AT THE
<br />JOB SITE. THE CONTRACTOR IS RESPONSIBLE FOR ALL MATERIALS AFTER DELIVERY TO THE JOB SITE.
<br />4. THE DECK SHALL NOT SIT ON THE SITE FOR MORE THAN 10 DAYS BEFORE BEING ERECTED.
<br />5. ROOF DECK SYSTEM SHALL BE 22 GAUGE WIDE -RIB METAL DECK TYPE "B" (U.N.O.), AS IDENTIFIED BY
<br />THE STEEL DECK INSTITUTE. ROOF DECKING SHALL BE 1%2'DEEP AND SHALL BE ATTACHED AS INDICATED
<br />ON THE STRUCTURAL DRAWINGS.
<br />6. ROOF DECKING SHALL BE GALVANIZED (G60) AND PRIME PAINTED, U.N.O.
<br />7. ALL DECKING SHALL BE LAID OUT SUCH THAT THE DECK SHALL EXTEND THREE SPANS WITHOUT
<br />INTERRUPTION WHEREVER POSSIBLE, UNLESS NOTED OTHERWISE,
<br />8. DECK AND SUPPORTING MEMBERS DAMAGED BY EXCESSIVE WELDING HEAT SHALL BE REPAIRED OR REPLACED.
<br />NOTES:
<br />1, PRECAST LINTELS SHALL BEAR A MINIMUM
<br />OF 8" EACH END. WHERE LINTEL BEARS
<br />INTO A CONC.COLUMN USE ALTERNATE
<br />FORMED & POURED LINTEL BEAM.
<br />' 2. CAREFULLY BREAK OUT BOTTOM OF LINTEL
<br />' AT BEARING TO ADMIT VERTICAL REINFORCING
<br />WHERE REQUIRED
<br />El F
<br />TOP OF OP'NG
<br />SEE PLAN
<br />8" OR 12' 10,
<br />OPENING SPANS UP TO 6'-0"
<br />TYPICAL LINTEL DETAIL
<br />MATCH WALL
<br />REINFORCING
<br />(TYP. UON)
<br />ABOVE CEILING
<br />PRECAST LINTEL
<br />REINFORCED W/
<br />(2) #5 CONT. &
<br />FILLED SOLID W/
<br />CONC. (TYP.)
<br />ri LINTEL SECTION
<br />PAD FOOTING
<br />SCHEDULE SCEE SHEEETTSL5
<br />MARK
<br />FOOTING
<br />SIZE
<br />DEPTH
<br />RE7(;'.(EACH WAY)
<br />REMARKS
<br />F .5
<br />Z
<br />- -
<br />2' 6"XZ' 6°
<br />10"
<br />TT
<br />3 5 BOTT.
<br />F3
<br />3'-0"X3'-0"
<br />12"
<br />4 #5 BOTT.
<br />F3.5
<br />3'-6"x3'-6"
<br />12"
<br />4 #5 BOTT.
<br />F4
<br />4'-O'x4'-O'
<br />12"
<br />5 #5 BOTT.
<br />F4.5
<br />4'-6'X4'-6"
<br />12"
<br />5 #5 BOTT.
<br />F5
<br />5'-0"X5'-0"
<br />14'
<br />5 #6 BOTT.
<br />F5.5
<br />5'-6"X5'-G'
<br />16"
<br />6 #6 BOTT.
<br />F6
<br />6'-0'X6'-0"
<br />16'
<br />7 #6 BOTT.
<br />F6.5
<br />61-6'X6'-6"
<br />16"
<br />8 #6 BOTT.
<br />F7
<br />7'-0'X7'-0'
<br />16°
<br />6 #7 BOTT.
<br />F7.5
<br />7'-6"X7'-6"
<br />16"
<br />7 #7 BOTT.
<br />F8
<br />8'-0"X8'-0°
<br />16,
<br />7 #7 BOTT.
<br />F9
<br />9'-0"X9'-0"
<br />18'
<br />9 #7 BOTT,
<br />WWF 6x6 - W2.9xW2.9 AT TOP OF FTG
<br />F10
<br />10'-0'X10'-0"
<br />19"
<br />10 1*7 BOTT.
<br />WWF 6x6 - W2.9xW2.9 AT TOP OF FTG
<br />F11
<br />11'-0"X11'-0"
<br />21"
<br />13 117 BOTT.
<br />WWF 6x6 - W2.9xW2.9 AT TOP OF FTG
<br />F12
<br />12'-0"X12'-0'
<br />23"
<br />12 118 BOTT.
<br />WWF 6x6 - W2.9xW2.9 AT TOP OF FTG
<br />F12.5
<br />12'-6°X12'-6"
<br />24'
<br />13 #8 BOTT.
<br />WWF 6x6 - W2.9xW2.9 AT TOP OF FTG
<br />F13
<br />13'-0'X13'-0"
<br />25"
<br />11 #9 BOTT.
<br />WWF 6x6 - W2.9xW2.9 AT TOP OF FTG
<br />F13.5
<br />13'-6"X13'-G"
<br />26"
<br />12 #9 BOTT.
<br />WWF 6x6 - W2.9xW2.9 AT TOP OF FTG
<br />CONTINUOUS
<br />FOOTING SCHED.
<br />MARK
<br />SIZE
<br />WIDTH x DEPTH
<br />CONT. REINFORCING
<br />TRANSVERSE
<br />REMARKS
<br />W30
<br />2'-6" X 12"
<br />4 45 BARS
<br />115 @ 4'-0' O.C.
<br />W24
<br />2'-0' X 12"
<br />3 #5 BARS
<br />#5 @ 4'-0" O.C.
<br />WIG
<br />1'-4" X 12"
<br />2 #5 BARS
<br />THICKENED SLAB
<br />T16
<br />1'-4" X 10"
<br />THICKENED SLAB FOR RECESSED
<br />TRENCH DRAIN
<br />BEAM SCHEDULE
<br />BEAM
<br />ELEV TOP
<br />OF BEAM
<br />SIZE
<br />REINFORCING
<br />STIRRUPS
<br />- TIES
<br />REMARKS
<br />TOP
<br />BOTT
<br />N0.
<br />SPACING
<br />MB-1
<br />+12'-8"
<br />12"x16'
<br />2#5
<br />2#5
<br />K,O. BLOCK COURSE (x2)
<br />MB-2
<br />+10'-0"
<br />12"x16l,
<br />MASONRY
<br />2#5
<br />2#5
<br />EXTEND BEAM 24"PAST DOOR JAMB,
<br />ALSO REFER TO B/A-2.
<br />MB-3
<br />+9'-4"
<br />12"x193/"
<br />2#6
<br />2#6
<br />#3
<br />@ 9" O.C.
<br />CONCRETE BEAM
<br />BEARING = 24" EACH END.
<br />MB-4
<br />SEE PLAN
<br />8'x 8"
<br />2#5
<br />K.O. BLOCK COURSE
<br />RB-I
<br />+24'-8"
<br />12"xL6'
<br />2#5
<br />2#5
<br />K.O. BLOCK COURSE (x2)
<br />RB-2
<br />VARIES
<br />12"x16"
<br />2#5
<br />2#5
<br />K.O. BLOCK COURSE (x2) OR N3 @ STEPS)
<br />SEE DETAIL BELOW OF STEP.
<br />RB-3
<br />+20'-8'
<br />12'x16"
<br />2#5
<br />2#5
<br />K.O. BLOCK COURSE (x2)
<br />RB-4
<br />+12'-8"
<br />8"/12'x16'
<br />2115
<br />2#5
<br />K.O. BLOCK COURSE (x2)
<br />PB-1
<br />+26'-0'
<br />12'x8"
<br />2#5
<br />K.O. BLOCK COURSE
<br />PB-2
<br />VARIES
<br />12" WIDE
<br />2#5
<br />DEPTH OF POURED BEAM VARIES (8' MIN.)
<br />ALTERNATE: USE CUT BLOCK, INSTEAD OF
<br />RAKED BEAM, SAME REBAR.
<br />PB-3
<br />+-22'-0'
<br />12"x8"
<br />2115
<br />K.O. BLOCK COURSE
<br />2 #5 BARS IN EACH K.O. COURSE
<br />SEE A-7 FOR STEP LOCATIONS.
<br />REINFORCEMENT PLACEMENT
<br />RB-2 FOR STEP IN BOND BEAM
<br />METAL ROOF DECK TO BE ATTACHED IN ACCORDANCE WITH WELD PATTERN INDICATED BELOW, INCLUDING:
<br />1. ALL PERIMETER DECK ATTACHMENTS TO DECK ANGLE SHALL BE %"PUDDLE WELD 0 G'0-C.
<br />2. SPACING OF SIDELAP FASTENERS BETWEEN PANELS SHALL NOT EXCEED 12' D.C. (DADE, BROWARD COUNTY ONLY)
<br />3. ANY PARITAL OR SKEWED SHEETS SHALL BE ATTACHED AT EVERY FLUTE, REGARDLESS OF DECK WELD PATTERN.
<br />4. WELDS TO BE %` DIA PUDDLE WELDS AND SIDELAP FASTENERS SHALL BE #10 DR[LLPO WT SELF -TAPPING SCREWS.
<br />TT
<br />TT
<br />11/2" ROOF DECK (22 GAGE) WITH
<br />36/7 WELD PATTERN AND (8) #10
<br />SIDELAP SCREWS PER SPAN
<br />j
<br />11/2" ROOF DECK (20 GAGE) WITH
<br />36/7 WELD PATTERN AND (8) #10
<br />SIDELAP SCREWS PER SPAN
<br />I ,
<br />36' COVERAGE
<br />36/7 PATTERN 4------ 4---i
<br />6 TYP ROOF DECK FASTENER LAYOUT
<br />-7 NO SCALE
<br />Publi
<br />SUPER IMARKE
<br />CORPORATE OFFICES, FACILITIES
<br />BOX 407, LAKELAND, FL 33802
<br />1863) 680-5295
<br />PHYSICAL ADDRESS:
<br />3300 PUBLIX CORPORATE PARKWA
<br />LAKELAND, FL 3381 1-3311
<br />PUBLIX FACILITIES
<br />DESIGN DEPARTMEI
<br />DAVID TAULBEE, AIA
<br />ARCHITECT - FL. REG. 91318
<br />DAVID RUBIN, AIA
<br />ARCHITECT - FL. REG.92557
<br />GA. REG. 1 1881
<br />SC. REG.7477
<br />AL REG.a23a
<br />TN.REG.103497
<br />JOHN W. KITCHENS, PE
<br />CIVIL/STRUCTURAL - FL. REG. A5277
<br />GA. REG. 020251
<br />SC.REG.163AO
<br />AL. REG. 20382
<br />TN. REG.101507
<br />PAUL C. HARMAN, PE
<br />STRUCTURAL - FL. REG. 51959
<br />GA. REG. 27740
<br />SC. REG.21754
<br />AL. REG.24905
<br />TN.REG.107882
<br />JOHN J. CARAMALIS, PE
<br />MECHANICAL - FL. REG. A3889
<br />GA. REG. 021246
<br />SC. REG. 16521
<br />AL REG.20581
<br />TN. REG.108507
<br />ANTHONY CLEMENTI, PE
<br />MECHANICAL- FL. REG. 54781
<br />GA. REG.31882
<br />SC_ REG. 25591
<br />AL REG.28469
<br />TN. REG.111382
<br />RAYMOND J. SIRIANNI, PE
<br />ELECTRICAL - FL. REG. 54085
<br />GA. REG.025636
<br />SC. REG.19743
<br />AL REG.23065
<br />TN. REG.108038
<br />NORMAN MEIER, PE
<br />ELECTRICAL- FL. REG. 59422
<br />GA. REG.31492
<br />SC. REG.25290
<br />AL. REG. 28079
<br />© COPYRIGHT 2008
<br />PUBLIX SUPER. MARKETS, INC.
<br />THESE CONSTRUCTION DOCUMENTS ARE THE PR"
<br />OF PUBLIX SUPER MARKETS, INC. AND ARE NOT T"
<br />COPIED OR REUSED FOR ANY SPECIFIC BUILDING WIT)
<br />WRITTEN PERMISSION. THESE DRAWINGS SHALL N
<br />DUPLICATED WITHOUT PRIOR WRITTEN PERMISSIOD
<br />PUBLIX SUPER MARKETS, INC.
<br />THE DESIGN INDICATED IN THESE CONSTRUCT
<br />DOCUMENTS DOES; TO THE BEST OF MY KNOWLE
<br />INFORMATION, AND BELIEF; COMPLY WITH THE APPLI<
<br />MINIMUM BUILDING CODES
<br />PLOT DATE:
<br />10JAN08
<br />REVISION DATA:
<br />1a M APR 08
<br /># 1245 (REPL. #0390j
<br />ZEPHYR COMMONS
<br />CO
<br />PRETTY POND RD. & HWY.
<br />ZEPHYRHILLS, PASCO CC
<br />FLORIDA
<br />® = 57 PSF ® = 89 PSF 0
<br />JOIST UPLIFT PLAN (NET) DECKING/ROOFING UPLIFT PLAN
<br />DESIGN JOISTS FOR UPLIFT PRESSURES
<br />INDICATED IN THE ABOVE PLAN"
<br />JOIST AND ROOF DECK UPLIFT PLANS
<br />NO SCALE
<br />1 ",5
<br />RRP
<br />st0ie: a
<br />Plan Sheet: I
<br />Cate l ,,ued: - --
<br />54*4
<br />V112707
<br />DRAWING TITLE:
<br />SCHEDULES
<br />AND
<br />DETAILS
<br />SCALE: AS NOTED
<br />
|