|
-I
<br />II --• -III- il, ---
<br />•I• II II
<br />-
<br />I I
<br />I
<br />I E
<br />SEE SHT,S-1FOR TYP, REINFORCING TO EXTEND FROM FTGS TO
<br />IVERTICAL REINFG SIZE AND ROOF OR PARAPET BEAM AS REQ'D,
<br />a SPACING. PROVIDE HOOKED AT MASONRY OPENING LOCATIONS,
<br />I DOWELS AT FTGS AND IIE REINFG TO EXTEND FROM LINTEL TO ROOF
<br />t BEAMS. OR PARAPET BEAM AS REO'D. HOOK REINFG
<br />I
<br />a
<br />TO FTG AND BEAM STEEL AT TERMINATIONS.
<br />I
<br />I711
<br />ALTERNATE INTERLOCKING
<br />I MASONRY BLDCK COURSES
<br />HORIZONTAL JOINT REINF. (9 GAGE)
<br />LADDER TYPE @ 16" O.C. (VERT.)
<br />r_1 CORNER WALL DETAIL
<br />S-] SCALE: 3/' = 1'_01'
<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 @ 16" O.C. (VERT.) OR PARAPET BEAM AS REO'D. HOOK REINFG
<br />TO FTG AND BEAM STEEL AT TERMINATIONS.
<br />-I- - - - - - -,- - - F_ - -
<br />I I I I
<br />I I I I
<br />I i I
<br />I I I I
<br />w
<br />}
<br />PLACE MASONRY IN A RUNNING ~ SEE SHT.S-1 FOR TYP. VERTICAL
<br />BOND PATTERN (TYP,) WALL REINFG SIZE AND SPACING.
<br />4 TYPICAL WALL DETAIL
<br />�-7 SCALE: 3/"= 1'-0"
<br />STEEL JOIST
<br />%z" DIA. BOLTED
<br />CONNECTION AS SHOWN;
<br />TACK WELD
<br />311x311x1/411
<br />@ 5'-01, O.C. (MAX,)
<br />OR 1/2" DIA. x 8" LONG
<br />HANGING BOLTED
<br />CONNECTION, WHEN
<br />CHANNEL IS AT BOTTOM
<br />OF JOIST ELEVATION.
<br />�� ♦
<br />��
<br />C4x5,4 WITH SLOTTED HOLES.
<br />i
<br />NOTE. CHANNEL MAY BE INVERTED
<br />i
<br />TO AVOID INSET OF STUD TRACK,
<br />i
<br />STUDS (SEE ARCH.OETAILS)
<br />��--"-����` /♦
<br />18 GAGE STRAP
<br />@ 48" D.C. (MAX.)
<br />OVER CHANNEL
<br />W/ (6) #10 SREWS `
<br />3�,
<br />7 (3 E.S.) INTO STUD
<br />/ `�
<br />M�!
<br />PROVIDE CONT. LATERAL BRACING
<br />BETWEEN STUDS ABOVE THE
<br />LOCATION OF THE KICKER.
<br />1
<br />:
<br />I
<br />1
<br />I
<br />I
<br />i
<br />I
<br />1
<br />I
<br />I
<br />KICKER BACK TO JOIST BOTTOM
<br />l
<br />o
<br />CHORD OR ADJACENT STUD WALL
<br />@ 48' D.C. MIN. (MATCH STUD SIZE
<br />LIGHT GAGE
<br />AND GAGE)
<br />`
<br />STUDS
<br />(3) #10 SCREWS
<br />40
<br />SEE ARCH, DETAILS
<br />SOFFIT DETAIL
<br />(PARALLEL
<br />TO
<br />ROOF
<br />JOISTS)
<br />NO SCALE
<br />STOP NR
<br />2" BELO
<br />COURSE L f
<br />� z
<br />Q
<br />w
<br />� U
<br />ONLY USE MAX POUR HEIGHT H
<br />WHERE CLEAN -OUTS CAN BE w o
<br />HIDDEN FROM INTERIOR AND = ?
<br />EXTERIOR VIEW. (I.E. BELOW 3
<br />GRADE OR EXTERIOR FINISH) 2
<br />. _
<br />x CD
<br />w
<br />z =
<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 />0 3"x3" (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
<br />O �
<br />D D D D D
<br />0 0 o o o •
<br />D D D
<br />D D •
<br />NOTES:
<br />1. SEE PLANS, SECTIONS AND NOTES FOR LOCATION(S) 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. T8" (PEA GRAVEL)
<br />SLUMP = 9" 4/- 1"
<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.
<br />l 11
<br />ALTERNATE INTERLOCKING
<br />I� MASONRY BLOCK COURSES
<br />I I
<br />I I
<br />i I VERT. REINFORCING TO EXTEND FROM FTGS TO
<br />• • I iF i ROOF OR PARAPET BEAM AS REO'D.
<br />AT MASONRY OPENING LOCATIONS,
<br />I I I
<br />R R F T EXTEND FROM LINTEL T R
<br />I I I
<br />VE T. EIN G O E E LI EL 0 0
<br />4
<br />I
<br />- R PARAPET BEAM AS Rt0'D. HOOK REINF IEl i - -- -- 0 E B G
<br />T FT AN BEAM STEEL AT TERMINATIONS.
<br />I I
<br />0 G D B E L
<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 />TYPe INTERSECTING WALL DETAIL
<br />SCALE: 3/4" = 1'-0'
<br />REINFORCING TO EXTEND FROM FTGS TO
<br />- - -I - - - - - - - -I - ROOF OR PARAPET BEAM AS REO'D.
<br />• I I 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/" = 1'-0"
<br />SEE 1/5-7 FOR STRAP
<br />ATTACHMENT REQUIREMENTS.
<br />STEEL JOIST
<br />%Z" DIA, BOLT @ EACH JOIST (TYP.
<br />1 ONLY WHEN THERE IS A CONFLICT I
<br />C4x5.4 WITH SLOTTED HOLES.
<br />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 />30-
<br />MIM
<br />STUDS (SEE ARCH. DETAILS)
<br />1
<br />I
<br />JOIST I
<br />PROVIDE CONT.LATERAL BRACING
<br />I
<br />BETWEEN STUDS ABOVE THE
<br />I
<br />I
<br />LOCATION OF THE KICKER,
<br />1
<br />7/77,7777,777/7
<br />I
<br />KICKER BACK TO JOIST BOTTOM
<br />1
<br />I
<br />CHORD AT EACH JOIST LOCATION,
<br />i
<br />MAXIMUM SPACING @ 6'-0" O.C.
<br />1
<br />I
<br />I
<br />�o
<br />(MATCH STUD SIZE AND GAGE)
<br />I
<br />j
<br />(3) 1110 SCREWS
<br />I
<br />CHANNEL I
<br />SEE ARCH, DETAILS
<br />1p
<br />SOFFIT DETAIL
<br />7"' (PERPENDICULAR
<br />TO
<br />ROOF
<br />JOISTS)
<br />-
<br />NO SCALE
<br />)NRY COL
<br />1T W/ 2
<br />-ILL WITH VERTICAL
<br />-MENT SPACED PER
<br />)WEL INTO HEADER
<br />WALL FOOTING.
<br />LL
<br />WALL FIb
<br />REINFG
<br />/"1P'1A Il_1%T !"1I"1rA ITA In I-1rT A TI
<br />SCALE. 1/4" = 1'-0'
<br />w
<br />CD
<br />PE
<br />c�
<br />HSS COLUMN `"
<br />0
<br />ti
<br />JOIST
<br />Y8' BENT PLATE
<br />EACH FACE (WELD
<br />TO COLUMN)
<br />w
<br />0
<br />o'
<br />rn
<br />0
<br />IIIIask
<br />PRE -NOTCHED CONIC MASONRY OFFSET CONTROL
<br />BLK.TYP. AT CONTROL JOINTS JOINT TO END OF
<br />RUBBER CONTROL JOINT HEADER -WHEN
<br />WITH BACKER ROD AO,IACENT TO OR
<br />AND SEALANT -0VER AN OPENING.
<br />I
<br />.a IN
<br />•.
<br />♦•
<br />Oil
<br />►♦i!
<br />����♦�♦:e�2♦
<br />�i♦i
<br />�Oi
<br />!♦!♦!♦'�'�!i!♦!�!�!�'s!i°�il!�!�!♦!�2,'i�i!i'i!i�i!D_i
<br />►i ��ih�i♦i
<br />►i 'Oi''Oi
<br />►i
<br />►i
<br />�♦i
<br />�♦i
<br />♦♦� ►�
<br />�♦�
<br />�:t:�:�:�:�:�:
<br />CONTROL JOINTS DONOI
<br />EXTEND THRU TIE BEAMS,
<br />(2) #7 IN FILL CELLS BOND BEAMS OR HEADERS.
<br />(1 EACH FACE OF CELL) DO NOT PLACE C.J. OVER
<br />ZTYP CONC. MASONRY BLOCK OPENINGS.
<br />-� TYP e MASONRY CONTROL JOINT
<br />SCALE: 3/"
<br />12" BLK. WALL
<br />PROVIDE 12'x14" MIN. BEAM AT
<br />EXTERIOR DOOR OPENINGS.
<br />#3 TIES AT 12' Q.C.
<br />(6'-O' MAX. SPAN)
<br />4' TO 31/2" CONC, SLAB W/#5 AT
<br />6" TOP AND 115 AT W BOT. (TRANS).
<br />0
<br />2 #5
<br />#5 AT 6" O.C.
<br />2 #5
<br />°�
<br />SEE ELEVATIONS
<br />cn
<br />3/"DRIP
<br />2'-m° II
<br />EXTEND EYEBROW AND HEADER
<br />METAL DOOR FRAME
<br />MIN. 8" BEYOND DOOR OPNG.
<br />SEE SHT A-2
<br />6 ONCRETE
<br />EYEBROW
<br />S-] JSCALE: 3/" = Y-0"
<br />,jmk TOP/COLUMN = 23'-0"
<br />BOT/CHANNELS = 15'-6" (VERIFY)
<br />VU 11VU, I-IJ JVIILUULLU.
<br />I^\
<br />II
<br />2,-6,1
<br />11/Z" DIA., SCH. 40 PIPE
<br />(1.9" D.D.) FOR MUSAK DISH I
<br />II
<br />WELD CAPS AT ENDS TS 5x3x3/16
<br />OF PIPE/TUBE,(TYP)
<br />II
<br />PROVIDE (2) 1" I.D. PIPE
<br />FOR CABLE ACCESS,
<br />BEND DOWN
<br />ANGLE BEARING ON JOIST
<br />WELD TO JOIST
<br />TOP OF JOIST
<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 />L3x3xl/4 BETWEEN BOTTOM CHORD
<br />OF ADJACENT JOISTS. WELD TO JOIST
<br />AT EACH END AND TO COLUMN AS SHOWN.
<br />ANGE CHANNELS.
<br />NI-16-P8 TO EACH SIDE
<br />FOR WINDOW HEADER,
<br />12 SECTION
<br />S-] SCALE: 1" = 1'-O"
<br />A
<br />1 �
<br />0 \�
<br />I I \
<br />2'- 6' I I
<br />I I
<br />1 2%z" DIA„ SCH, 40 PIPE
<br />(2.875" O.D.) FOR I �@
<br />LOTTO DISH
<br />I PAINT ALL EXPOSED STEEL WITH
<br />1 RUST INHIBITING PAINT.
<br />I I
<br />- r�
<br />N
<br />�I-
<br />PIPE SHALL BE WELDED ALL
<br />AROUND TO SUPPORT. (TYP)
<br />,I
<br />PUDDLE WELD METAL DECK
<br />TO ANGLES.
<br />cli
<br />III ;
<br />III
<br />GIST
<br />ICI
<br />II
<br />L 4"x4"x3/8'
<br />WELD TO ANGLE
<br />III
<br />4" DIA. SCH. 40
<br />PIPE (OD=4.59 I I 1 4- HSS COLUMN
<br />I BEYOND
<br />I�I
<br />ICI
<br />I I ,
<br />%" BENT STL PLATE
<br />WELD TO COLUMN &
<br />STL PIPE
<br />3A"STL BOTTOM PLATE I
<br />FULL WELD CUT TO FIT 3/g" STL PLATE EACH
<br />FACE (WELD TO COL)
<br />GENERAL NOTES
<br />DESIGN LOADS
<br />1. 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 />T SATISFY SAFETY REQUIREMENTS. CONTRACTOR
<br />1. THESEDRAWINGS DO NOT INCLUDE PROVISIONS 0 S IS S I
<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 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 />1.00 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
<br />5, PUBLIX REQUIRES SOIL COMPACTION OF 95Y OF MODIFIED PROCTOR OR 98% 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", #6=43" #7=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- W1,4 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 100% 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 FIM = 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 ACI90 DEGREE HOOK AT DISCONTINUOUS END 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, 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.
<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 CERTIFICATAIONS 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 BEl/4IN, 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 G[RDERS,ALL AS ADOPTED
<br />BY THE STEEL JOIST INSTITUTE.
<br />6. 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 />WITH316 IN. 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 IV2'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 Bit EACH ENO, 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 />�a
<br />TOP OF OP'NG
<br />SEE PLAN
<br />6' OR 12"
<br />OPENING SPANS UP TO G'-O"
<br />TYPICAL LINTEL DETAIL
<br />MATCH WALL
<br />REINFORCING
<br />(TYP. UON)
<br />ABOVE CEILING
<br />PRECAST LINTEL
<br />REINFORCED W/
<br />(2) 115 CONT, &
<br />FILLED SOLID W/
<br />CONC. (TYP.)
<br />. LINTEL SECTION
<br />PAD FOOTING SCHEDULE SEE SHEEETTAL 5-5
<br />MARK
<br />FOOTING
<br />SIZE
<br />DEPTH
<br />REINF.( ,CH WAY)
<br />REMARKS
<br />F2.5
<br />0
<br />- X -
<br />2 6 2 6
<br />10"
<br />3 5 TT
<br />BO .
<br />F3
<br />3'-0"X3'-0"
<br />12'
<br />4 #5 BOTT.
<br />F3.5
<br />3'-6'x3'-6"
<br />12"
<br />4 115 BOTT.
<br />F4
<br />4'-0"x4'-0"
<br />12"
<br />5 115 BOTT,
<br />F4.5
<br />4'-6'X4'-6'
<br />12"
<br />5 #5 BOTT.
<br />F5
<br />51-0"X5'-0'
<br />14'
<br />5 #6 BOTT.
<br />F5.5
<br />5'-6"X5'-G'
<br />16"
<br />6 #6 BOTT.
<br />FG
<br />6'-0'X6'-0'
<br />16"
<br />7 116 BOTT.
<br />F6.5
<br />G'-6'XG'-6'
<br />16"
<br />8 116 BOTT.
<br />F7
<br />7'-0'X7'-0'
<br />16"
<br />6 117 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 />FIO
<br />10'-0"X10'-0"
<br />19"
<br />10 #7 BOTT.
<br />WWF 6x6 - W2.9xW2.9 AT TOP OF FTG
<br />Fll
<br />11'-0"X11'-0"
<br />21'
<br />13 #7 BOTT.
<br />WWF 6x6 - W2.9xW2.9 AT TOP OF FrG
<br />F12
<br />12'-0"X12'-0'
<br />23"
<br />L2 118 BOTT.
<br />WWF 6x6 - W2.9xW2.9 AT TOP OF FTG
<br />F12.5
<br />12'-6"X12'-6"
<br />24'
<br />13 118 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'-6"
<br />26"
<br />12 #9 BOTT.
<br />WWF 6x6 - W2.9xW2.9 AT TOP OF FTG
<br />F_
<br />I -
<br />CONTINUOUS FO01 YNG SCHED6
<br />MARK
<br />SIZE W[OTH x DEPTH
<br />CONT. REINFORCING
<br />TRANSVERSE
<br />2EMiARKS
<br />W30
<br />2'-6" X 12"
<br />4 #5 BARS
<br />115 @ 4'-0" O.C.
<br />W24
<br />2'-0' X 12"
<br />3 #5 BARS
<br />115 Q 4'-0" O.C.
<br />WIG
<br />F-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 />NO.
<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"x16"
<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"x19/'
<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 />Z#5
<br />2#5
<br />K.O. BLOCK COURSE (x2) OR tx3 STEPSI
<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 />2#5
<br />2#5
<br />K.O, BLOCK COURSE (x2)
<br />PB-I
<br />+26'-0'
<br />12'x8"
<br />2#5
<br />K.O. BLOCK COURSE
<br />PB-2
<br />VARIES
<br />12' WIDE
<br />24$5
<br />DEPTH OF POURED BEAM VARIES (8" MIN.)
<br />ALTERNATE:USE CUT BLOCK,INSTEAD OF
<br />RAKED BEAM, SAME REBAR.
<br />PB-3
<br />+22'-0"
<br />12"x8"
<br />2#5
<br />K.O. BLOCK COURSE
<br />2 115 BARS IN EACH K.O. COURSE
<br />SEE A-7 FOR STEP LOCATIONS,
<br />REINFORCEMENT PLACEMENT
<br />RB-2 FOR STEP IN BOND BEAM
<br />METAL ROOF DECK TO BE ATTACHED IN ACCORDANCE WITH WELD PATTERN INDICATED BELOW, INCLUDING:
<br />1. ALL PERIMETER DECK ATTACHMENTS TO DECK ANGLE SHALL BE %°PUDDLE WELD 0 6' D.C.
<br />2. SPACING OF SIDELAP FASTENERS BETWEEN PANELS SHALL NOT EXCEED I2'D.C.(DADE,BROWARD COUNTY ONLY)
<br />3. ANY PARITAL OR SKEWED SHEETS SHALL BE ATTACHED AT EVERY FLUTE, REGARDLESS OF DECK WELD PATTERN.
<br />4. WELDS TO BE 5/$" CIA PUDDLE WELDS AND SIDELAP FASTENERS SHALL BE #10 DRILLPOINT 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 />I
<br />11/2' ROOF DECK (20 GAGE) WITH
<br />3G/7 WELD PATTERN AND (8) #10
<br />SIDELAP SCREWS PER SPAN
<br />I I
<br />36' COVERAGE
<br />4®
<br />36/7 PATTERN �----- �F--------�---�
<br />16 TYP ROOF DECK FASTENER LAYOUT
<br />NO SCALE
<br />rt
<br />® = 57 PSF = 89 Psr 0
<br />JOIST UPLIFT PLAN (NET) DECKING/ROOFING UPLIFT PLAN
<br />DESIGN JOISTS FOR UPLIFT PRESSURES
<br />INDICATED IN THE ABOVE PLAN"
<br />fl 17 JOIST AND ROOF DECK UPLIFT PLANS
<br />NO SCALE
<br />Store: 5-7--
<br />Dian Shut:._
<br />Cate issuea:-
<br />Publ'
<br />SUPER MARKE
<br />CORPORATE OFFICES, FACILITIES DI
<br />BOX 407, LAKELAND, FL 33802
<br />1063) 680-5295
<br />PHYSICAL ADDRESS:
<br />3300 PUBLIXCORPORATE PARKWAY,
<br />LAKELAND, FL 3381 1-331 1
<br />PUBLIX FACILITIES
<br />DESIGN DEPARTMEN
<br />DAVID TAULBEE, AIA
<br />ARCHITECT - FL. REG, 91318
<br />DAVID RUBIN, AIA
<br />ARCHITECT - FL. REG.92557
<br />GA. REG.] 1881
<br />SC. REG. 7477
<br />AL. REG. 6234
<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 />PAU L C. HARMAN, PE
<br />STRUCTURAL. FL, REG.51959
<br />GA. REG. 27740
<br />SC. REG.21754
<br />AL. PEG.2A905
<br />TN. REG.107882
<br />JOHN J. CARAMALIS, PE
<br />MECHANICAL- FL REG. A3889
<br />GA. REG. 0212A6
<br />SC. REG. 16521
<br />AL REG.20581
<br />TN.REG.108507
<br />ANTHONY CLEMENTI, PE
<br />MECHANICAL- FL. REG. SA781
<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. 197A3
<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 />XL. kLG. 28079
<br />© COPYRIGHT 2008
<br />PUBLIX SUPER MARKETS, INC.
<br />THESE CONSTRUCTION DOCUMENTS ARE THE PROI
<br />OF PUBLIX SUPER MARKETS, INC. AND ARE NOT TO
<br />COPIED OR REUSED FOR ANY SPECIFIC BUILDING WITHC
<br />WRITTEN PERMISSION. THESE DRAWINGS SHALL NO
<br />DUPLICATED WITHOUT PRIOR WRITTEN PERMISSION I
<br />PUBLIX SUPER MARKETS, INC_
<br />THE DESIGN INDICATED IN THESE CONSTRUCTIC
<br />DOCUMENTS DOES; TO THE BEST OF MY KNOWLED
<br />INFORMATION, AND BELIEF; COMPLY WITH THE APPLICF
<br />MINIMUM BUILDING CODES
<br />PUBLIX
<br />PLOT DATE:
<br />10 JAN 08
<br />REVISION DATA:
<br />01 M APR 08
<br />#12A5 (REPL. #0390)
<br />ZEPHYR COMMONS
<br />PRETTY POND RD. & HWY.
<br />ZEPHYRHILLS, PASCO CC
<br />FLORIDA
<br />DRAWING TITLE:
<br />SCHEDULES
<br />AND
<br />DETAILS
<br />SCALE: AS NOTED
<br />S-7 J SCALE: 3/" = C-0"
<br />2" DIA. HOLE
<br />133SECTION FOR CABLES
<br />S-] SCALE. 3/" = 1'-0"
<br />Q
<br />am
<br />y.:
<br />
|