|
r---,------�--- ----,-
<br />Izll_
<br />1 I I 1
<br />I • SEE SHT.S-1 FOR TYP. REINFORCING TO EXTEND FROM FTGS TO
<br />VERTICAL REINFG SIZE AND ROOF OR PARAPET BEAM AS REO'D.
<br />SPACING. PROVIDE HOOKED AT MASONRY OPENING LOCATIONS,
<br />DOWELS AT FTGS AND TIE REINFG TO EXTEND FROM LINTEL TO ROOF
<br />BEAMS. OR PARAPET BEAM AS REO'D. HOOK REINFG
<br />I
<br />TO FTG AND BEAM T AT TERMINATIONS.
<br />S EEL
<br />I
<br />ALTERNATE INTERLOCKING
<br />MASONRY BLOCK COURSES
<br />HORIZONTAL JOINT REINF.(9 GAGE)
<br />LADDER TYPE @ 16" O.C. (VERT.)
<br />1 CORNER WALL DETAIL
<br />S-] SCALE: 3/4' = V-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 @ 16" O.C. (VERT.) OR PARAPET BEAM AS REO'D. HOOK REINFG
<br />TO FTG AND BEAM STEEL AT TERMINATIONS.
<br />I 6 I I
<br />I I I I
<br />I I I I
<br />I I I I
<br />m }
<br />PLACE MASONRY IN A RUNNING 1- SEE SHT. S-1 FOR TYP. VERTICAL
<br />BOND PATTERN (TYPJ WALL REINFG SIZE AND SPACING.
<br />4 TYPICAL WALL DETAIL
<br />S-7) SCALE. 3/4"::: 1'-0"
<br />%2" DIA. BOLTED
<br />CONNECTION AS SHOWN;
<br />TACK WELD
<br />STEEL JOIST L 3"x3'x1/4"
<br />@ 5'-0" 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 />I �
<br />o� ♦ ��
<br />C4x5,4 WITH SLOTTED HOLES,
<br />o
<br />NOTE: CHANNEL MAY BE INVERTED
<br />o
<br />0
<br />TO AVOID INSET OF STUD TRACK.
<br />0
<br />STUDS (SEE ARCH. DETAILS)
<br />o� 18 GAGE STRAP
<br />�♦
<br />@ 48' D.C. (MAX.)
<br />/o OVER CHANNEL
<br />W/ (6) #10 SREWS ��
<br />30,
<br />(3 E.S.) INTO STUD
<br />Mai
<br />PROVIDE CONT. LATERAL BRACING
<br />BETWEEN STUDS ABOVE THE
<br />LOCATION OF THE KICKER.
<br />!
<br />1
<br />/
<br />1
<br />1
<br />1
<br />1
<br />1
<br />1
<br />1
<br />I
<br />I
<br />KICKER BACK TO JOIST BOTTOM
<br />1
<br />a I
<br />CHORD OR ADJACENT STUD WALL
<br />In 48' O.C. MIN. (MATCH STUD SIZE
<br />LIGHT GAGE
<br />AND GAGE)
<br />STUDS
<br />(3) 1110 SCREWS
<br />o
<br />� o0
<br />♦
<br />SEE ARCH. DETAILS
<br />�' � .�--.� "III
<br />SOFFIT DETAIL
<br />(PARALLEL
<br />TO
<br />ROOF
<br />JOISTS)
<br />NO SCALE
<br />PER HIGH VELOCITY HURRICANE ZONE (FBC 2122.6.5.5):
<br />MAXIMUM FILLED CELL LIFT HEIGHT SHALL BE 4'-0".
<br />FINAL POUR HEIGHT SHALL BE AS NOTED IN THIS DETAIL.
<br />I I
<br />11iI
<br />I I 1 1 i
<br />I I ( I 1
<br />I I I I I
<br />I I 1 1 1
<br />I I I I I
<br />I I
<br />I i l i t
<br />i I I I t
<br />I I 1 1 t
<br />I l l l t
<br />I I I t 1
<br />I I 1 I 1
<br />I I 1 1 1
<br />I i l t l
<br />I i l l l
<br />i t 1 t l
<br />! I 1 1 1
<br />I I 1 1 1
<br />I I 1 1 1
<br />I I 1 1 1
<br />I I I
<br />STOP UR
<br />2' BELO
<br />COURSE L NE
<br />D
<br />D
<br />MASONRY REINFORCEMENT
<br />LAP REQUIREMENTS:
<br />z 115 = 32" (FOR FBC, USE 30')
<br />O7 Q 116 = 52' (FOR FBC, USE 36')
<br />#7 = 61" (FOR FBC, USE 42")
<br />ONLY USE MAX POUR HEIGHT
<br />FBC LENGTHS ARE FOR
<br />WHERE CLEAN -OUTS CAN BECD
<br />FLORIDA ONLY,
<br />HIDDEN FROM INTERIOR AND =
<br />EXTERIOR VIEW. (LE. BELOW 3
<br />GRADE OR EXTERIOR FINISH) 0
<br />CL I-
<br />x 0
<br />w
<br />2: _
<br />0
<br />a 3'x3" (MIN.) CLEAN -OUT
<br />HOLE.REMOVE ALL OVERHANG
<br />MORTAR AND DEBRIS FROM
<br />STD ACI HOOK WITHIN CELL TO BE FILLED
<br />TOP OF END. A� 7\
<br />p D D D D p
<br />p D D D D D
<br />p p
<br />A A 0 A a
<br />0 D D D a
<br />A A
<br />' D
<br />p
<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: 3/g' (PEA GRAVEL)
<br />SLUMP = 9' +/- 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: 3/4'
<br />t�)I] ALTERNATE INTERLOCKING
<br />I a MASONRY BLOCK COURSES
<br />t I
<br />� I
<br />VERT. REINFORCING TO EXTEND FROM FTGS TO
<br />• • I i ROOF OR PARAPET BEAM AS REQ'D.
<br />AT MASONRY OPENING LOCATIONS,
<br />VERT. REINFG TO EXTEND FROM LINTEL TO ROi
<br />,
<br />11
<br />- - - - -- - - - I -
<br />OR PARAPET BEAM AS REO'D. HOOK REINFG
<br />0
<br />I l�
<br />I
<br />TO FTG AND BEAM STEEL AT TERMINATIONS.
<br />- - - - - - SEE SHT. S-1 FOR TYP.
<br />VERTICAL REINFG SIZE AND
<br />I SPACING. PROVIDE HOOKED
<br />DOWELS AT FTGS AND TIE
<br />HORIZONTAL JOINT REINF.(9 GAGE) BEAMS.
<br />LADDER TYPE Q 16" O.C. (VERT.)
<br />2 TYP. INTERSECTING WALL DETAIL
<br />SCALE; 3/4" = 1'-0'
<br />REINFORCING TO EXTEND FROM FTGS TO
<br />ROOF OR PARAPET BEAM AS REO'D.
<br />1 • , I AT MASONRY OPENING LOCATIONS,
<br />REINFG TO EXTEND FROM LINTEL TO ROOF
<br />I I I OR PARAPET BEAM AS REO'D. HOOK REINFG
<br />I • I 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/S-7 FOR STRAP
<br />ATTACHMENT REQUIREMENTS.
<br />STEEL JOIST
<br />%2' DIA. BOLT @ EACH JOIST (TYP.)
<br />1 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 />1 ON EACH SIDE OF THE CHANNEL MAY I
<br />TO AVOID INSET OF STUD TRACK.
<br />BE SUBSTITUTED FOR THE BOLT.
<br />F 1
<br />1 1
<br />I
<br />30-
<br />MLW STUDS (SEE ARCH.OETAILS)
<br />1
<br />1
<br />JOIST I
<br />PROVIDE CONT. LATERAL BRACING
<br />1
<br />BETWEEN STUDS ABOVE THE
<br />i
<br />1
<br />LOCATION OF THE KICKER.
<br />1
<br />1
<br />1
<br />1
<br />1
<br />KICKER BACK TO JOIST BOTTOM
<br />i
<br />1
<br />CHORD AT EACH JOIST LOCATION.
<br />i
<br />1
<br />, MAXIMUM SPACING @ G'-O" O.C.
<br />I
<br />I
<br />0
<br />(MATCH STUD SIZE AND GAGE)
<br />1
<br />I
<br />j
<br />(3) #10 SCREWS
<br />I
<br />1 I-------
<br />CHANNEL I-----�
<br />- - - - - - - - - -
<br />SEE ARCH. DETAILS
<br />SOFFIT DETAIL
<br />(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.V
<br />CPEN
<br />''12"x16" MASONRY COL
<br />' W/ 4#7 VERT W/ 2
<br />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 />-------- =-rr-- ---- WALL FTG----------J- I-------
<br />-t
<br />HOOK TO
<br />WALL FTG
<br />REINFG
<br />1"1 nr1A I/"%T /'1t"1rA ITA In
<br />SCALE: 1/4" = 1'-0'
<br />w
<br />0
<br />c�
<br />HSS COLUMN
<br />0
<br />JOIST
<br />%` BENT PLATE
<br />EACH FACE (WELD
<br />TO COLUMN)
<br />w
<br />0
<br />I -
<br />co
<br />CD
<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 />AND SEALANT OVER AN OPENING.
<br />♦
<br />�i�� .O�i
<br />►♦i!
<br />►.
<br />�i♦i
<br />,.�
<br />i♦i♦i...�♦....♦♦ill
<br />►�
<br />•
<br />• �♦i II
<br />s II
<br />•AIL
<br />�Oi • 0
<br />•� �
<br />i♦i♦i•.e .v♦i...♦♦i�
<br />�♦i
<br />•♦
<br />��♦� Li
<br />•
<br />e� •
<br />�♦ ►
<br />�i♦i...:!
<br />1
<br />-- - -- - - CONTROL JOINTS DOQN
<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 />TYP. MASONRY CONTROL JOINT
<br />SCALE: 3/" = 1'-0"
<br />12' BLK. WALL PROVIDE 12'x14' MIN. BEAM AT
<br />EXTERIOR DOOR OPENINGS.
<br />#3 TIES AT 12' O.C. (6`0' MAX. SPAN)
<br />4' TO 3%2' CONC. SLAB W/#5 AT
<br />6" TOP AND #5 AT B' BOT. (TRANS). 2 115
<br />#5 AT G' O.C.
<br />2 #5
<br />NOIL SEE ELEVATIONS
<br />3/ GRIP 2'-0' EXTEND EYEBROW AND HEADER
<br />MIN. 8'BEYOND DOOR OPNG.
<br />METAL DOOR MRAMEESEE SHT A-2
<br />TOP/COLUMN = 23'-0"
<br />1 I
<br />t
<br />I t
<br />t I L3x3xl/4 BETWEEN BOTTOM CHORD
<br />OF ADJACENT JOISTS. WELD TO JOIST
<br />AT EACH END AND TO COLUMN AS SHOWN.
<br />I
<br />BOT/ANGLE = 21'-11' (APPROX.) i
<br />I 1
<br />I I
<br />I I
<br />i I
<br />I I
<br />1 I
<br />�s° 4° n
<br />w
<br />ANISE CHANNELS.
<br />NI-16-P8 TO EACH SIDE
<br />FOR WINDOW HEADER.
<br />BOT/CHANNELS = 15'-G" (VERIFY)
<br />DETAIL 12 SECTION
<br />S-7SCALE: 1" = 1'-0.
<br />2'-6' I I
<br />1%2" DIA., SCH. 40 PIPE
<br />(1.9" O.D.) FOR MUSAK DISH i 1 21/2" DIA., SCH, 40 PIPE t I
<br />1 (2.875" O.D.) FOR {
<br />WELD CAPS AT ENDS LOTTO DISH
<br />TS 5x3x G I I I PAINT ALL EXPOSED STEEL WITH
<br />OF PIPE/TUBE.(TYP) II I I RUST INHIBITING PAINT.
<br />JOIST
<br />L 4'x4'x3/8" FRAMED 134' DIA., SCH 40 PIPE
<br />AROUND PIPE COLUMN. SHALL BE WELDED ALL
<br />S - 7 AROUND TO ANGLE
<br />SUPPORTS.
<br />13 DISH FRAMING PLAN
<br />-7 f SCALE: 3/4" = V-0"
<br />1 1 I I I
<br />LL A -1 L
<br />I
<br />- ------ - - - - - --
<br />_
<br />PROVIDE (2) 1" I.D. PIPE
<br />FOR CABLE ACCESS, I 1 PIPE SHALL BE WELDED ALL
<br />BEND DOWN I I AROUND TO SUPPORT. (TYP)
<br />III
<br />ANGLE BEARING ON JOIST ICI PUDDLE WELD METAL DECK
<br />WELD TO JOIST i I i TO ANGLES. m
<br />I
<br />TOP OF JOIST I
<br />GIST
<br />L 4'x4"x3/8' -
<br />WELD TO ANGLE
<br />DIS T
<br />,L. I
<br />I ! 1 LcI
<br />4' DIA. SCH. 40
<br />PIPE (OD=4.59 I I HSS COLUMN
<br />_ BEYOND
<br />ICI
<br />i I ,
<br />3/8" BENT STL PLATE
<br />WELD TO COLUMN & i
<br />STL PIPE
<br />%'STL BOTTOM PLATE
<br />FULL WELD CUT TO FIT I %"STL PLATE EACH
<br />FACE (WELD TO COL)
<br />2' DIA. HOLE
<br />13A SECTION FOR CABLES
<br />S_7 SCALE: %' = l'-0"
<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 />THESE DRAWINGS 0 NOT INCLUDE PROVISIONS TO SATISFY SAFETY REQUIREMENTS. 1. ESE D GS D 0S E CONTRACTOR A R
<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 3/4' 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 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 ACI301,
<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 />B. 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 ANO COLUMNS = 1%z°
<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', #5=36", #6=43", 117=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 SLAB ON GRADE
<br />1. TYPICAL FLOOR SLAB 70 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 10OZ VIRGIN POLYPROPYLENE, FIBRILLATED FIBERS,
<br />SPECIFICALLY MANUFACTURED FOR USE AS CONCRETE SECONDARY REINFORCEMENT (AS TM 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/INCHES. 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 ACE 530,THE 1900 PSI BLOCK IN COMBINATION WITH TYPE M
<br />OR S MORTAR U800 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 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 DI.D. 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 BE%IN. MINIMUM FILLET.
<br />12. SEE ARCHITECTUAL 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.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 GIN. 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 2V2"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 11/z'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 />MATCH WALL
<br />REINFORCING
<br />(TYP. UON)
<br />ABOVE CEILING
<br />PRECAST LINTEL
<br />REINFORCED W/
<br />o
<br />a
<br />(2) #5 CONT, &
<br />FILLED SOLID W/
<br />TOP OF OP'NG
<br />00
<br />CONC. (TYP.)
<br />SEE_ PLAN
<br />8' OR 12'
<br />OPENING SPANS UP
<br />TO 6/_011
<br />�(f
<br />TYPICAL LINTEL
<br />DETAIL
<br />14
<br />ri 4
<br />LINTEL
<br />SECTION
<br />S-]
<br />SCALE: 1" = Y-0°
<br />PAD FOOTING
<br />SCHEDULEFO
<br />SEERSHEEETTSL5
<br />MARK
<br />FOOTING
<br />SIZE
<br />DEPTH
<br />REINFJEACH WAY)
<br />REMARKS
<br />F .5
<br />Z
<br />ll ,
<br />- -
<br />2 6 X 6
<br />2
<br />"
<br />1 0
<br />u 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'-G'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'-6'
<br />16"
<br />6 #6 BOTT.
<br />F6
<br />6'-0'X6'-0'
<br />16'
<br />7 116 BOTT.
<br />F6.5
<br />6'-G'X6'-6'
<br />16'
<br />8116 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
<br />- W2.9xW2.9 AT TOP OF FTG
<br />Flo
<br />i0'-0'X10'-0"
<br />19'
<br />10 #7 BOTT.
<br />WWF 6x6
<br />- W2.9xW2.9 AT TOP OF FTG
<br />F11
<br />I1'-0"Xil'-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
<br />- W2.9xW2.9 AT TOP OF FTG
<br />F12.5
<br />12`6'Xi2'-6"
<br />24'
<br />13 #8 BOTT.
<br />WWF 6x6 - W2.9xW2.9 AT TOP OF FTG
<br />F13
<br />13'-O'Xl3'-O'
<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 />W[DTH x DEPTH
<br />CONT. REINFORCING
<br />TRANSVERSE
<br />REMARKS
<br />W30
<br />2'-6' X 12"
<br />4 #5 BARS
<br />#5 Q 4'-0" O.C.
<br />W24
<br />2'-0' X 12"
<br />3 #5 BARS
<br />#5 v 4'-0' O.C.
<br />W16
<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 />121-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"x193/'
<br />2#6
<br />2#6
<br />#3
<br />Q 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"x16"
<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 (x3 @ STEPS)
<br />SEE DETAIL BELOW OF STEP.
<br />RB-3
<br />+20'-8'
<br />12'x16'
<br />2#5
<br />21v5
<br />K.O. BLOCK COURSE N2)
<br />RB-4
<br />+12'-8"
<br />8"/l2'xl6'
<br />21*5
<br />2#5
<br />K.O. BLOCK COURSE (x2)
<br />PB-1
<br />+26'-O'
<br />12'xB"
<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 0 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 #5 BARS IN EACH K.O. COURSE
<br />SEE A-7 FOR STEP LOCATIONS.
<br />14 !1
<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 v G'O.C.
<br />2. SPACING OF SIDELAP FASTENERS BETWEEN PANELS SHALL NOT EXCEED 12°O.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 DRILLPO[NT SELF -TAPPING SCREWS.
<br />1 2 TT
<br />1 f2" ROOF DECK (22 GAGE) WITH
<br />36/7 WELD PATTERN AND (8) #10
<br />SIDELAP SCREWS PER SPAN
<br />1V2" ROOF DECK (20 GAGE) WITH
<br />36/7 WELD PATTERN AND (8) #10
<br />SIDELAP SCREWS PER SPAN
<br />I I
<br />36' COVERAGE f
<br />[3U7 PATTERN i�-- ----�---�--�---i
<br />I I I I I I
<br />is TYP ROOF DECK FASTENER LAYOUT
<br />NO SCALE
<br />rt
<br />A = 18 FT. B = 9 FT.
<br />_ �E F �'z F _ T95 F_c9F
<br />®=122 PSIF
<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 />Publix,
<br />SUPER MARKETS
<br />CORPORATE OFFICES, FACILITIES DESIGN
<br />BOX 407, LAKELAND, FL 33802
<br />(863) 680-5295
<br />PHYSICAL ADDRESS:
<br />3300 PUBLIX CORPORATE PARKWAY,
<br />LAKELAND, FL 338113311
<br />PUBLIX FACILITIES
<br />DESIGN DEPARTMENT
<br />DAVID TAULBEE, AIA
<br />ARCHITECT - FL. REG, 91318
<br />DAVID RUBIN, AIA
<br />ARCHITECT - FL. REG.92557
<br />GA. REG. 1 1891
<br />SC. REG. 7477
<br />AL. REG,623A
<br />TN.REG.103497
<br />JOHN W. KITCHENS, PE
<br />CIVIL/STRUCTURAL . FL. REG.45277
<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. 5AO85
<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 />{C COPYRIGHT 2000
<br />PUBLIX SUPER MARKETS, INC.
<br />THESE CONSTRUCTION DOCUMENTS ARE THE PROPERTY
<br />OF PUBLIX SUPER MARKETS, INC. AND ARE NOT TO BE
<br />COPIED OR REUSED FOR ANY SPECIFIC BUILDING WITHOUT
<br />WRITTEN PERMISSION. THESE DRAWINGS SHALL NOT BE
<br />DUPLICATED WITHOUT PRIOR WRITTEN PERMISSION OF
<br />PUBLIX SUPER MARKETS, INC.
<br />THE DESIGN INDICATED IN THESE CONSTRUCTION
<br />DOCUMENTS DOES; TO THE BEST OF MY KNOWLEDGE,
<br />INFORMATION, AND BELIEF; COMPLY WITH THE APPLICABLE
<br />MINIMUM BUILDING CODES
<br />JAN 1 1 008
<br />PUBLIX
<br />PLOT DATE:
<br />10 JAN 08
<br />REVISION DATA:
<br />#12A5 (REPL. #0390)
<br />ZEPHYR COMMONS
<br />PRETTY POND RD. 8L HWY. 301
<br />ZEPHYRHILLS, PASCO CO.,
<br />FLORIDA
<br />V112707
<br />DRAWING TITLE:
<br />SCHEDULES
<br />AND
<br />DETAILS
<br />SCALE: AS NOTED
<br />10-JAN-2008 11:00 xmwo P:\1200-1299\1245\1245s07.dgn
<br />
|