|
EXTERIOR WALL BASE DETAIL
<br />SCALEd/2'=1'-0'
<br />STEPPED FOOTING DETAIL
<br />SCALEd/2'=1'-0'
<br />GLAV. MTL. FLASHING W/ STND, 8' C.M.U.
<br />WEEP HOLES @ 24' D.C. CONST. W/
<br />HORIZ, REINF. @
<br />16' D.C. & 1-#5
<br />VERT, IN
<br />0'-0' II FILLED CELL @
<br />FINISH FLOOR 4'-0' ❑,C, MAX,
<br />FILL SOLID
<br />WITH GROUT
<br />TERMITE
<br />4' THICK CONC, SLAB TREATED
<br />REINFORCED W/ WWF COMPACTED
<br />6X6-W1,4XW1,4 S❑IL
<br />20'X12' CONC, FTG, _ J
<br />REINF, W/ 2-#5 •
<br />BOTTOM, TYP,
<br />6 9/161 11'-1 1/4'1 1 6 3/16'
<br />9 EXT, WALL BASE @ VENEER
<br />S--2 SCALEd/2'=1'-0'
<br />('-2"'�STOREFRONT BASE
<br />S J-2 SCALEd/2'=1'-0'
<br />BY OTHERS
<br />SIDEWALK
<br />#4t=-
<br />_ _- --
<br />F❑R C❑NTIN,
<br />SEE WALL SECTIONS
<br />3 SECTION AT ENTRY
<br />S - Z SCALEd/2'=1'-0'
<br />NOTE, FOR ROOFING & FLASHING DETAILS
<br />P,T.(1)-2XS PLATE
<br />REFER TO ARCH. DWGS,
<br />W/1 DIA.X9'
<br />ANCHOR BOLTS
<br />CONT,L2X2X1/8
<br />SP,@ 4'-0'O,C.
<br />J
<br />(WELD DECK @ 6'O.C.)
<br />GROUT FILLED
<br />KNOCKOUT BLK,
<br />W/2-#4 CONT,
<br />EL.+18'-0'
<br />EL.+13-4' Cu
<br />3/16 1 1/2
<br />CONT,L4X3X1/4
<br />W/5/ 'DIA,EXP,BOLTS
<br />cu
<br />��
<br />EL.+15'-4'
<br />SP.@ 24'0,C,(3'EMBED.)
<br />(WELD DECK @ 6'O.CJ
<br />JOIST BEARING
<br />I• 'K' JOIST
<br />•
<br />CONC,7IE BEAM
<br />M
<br />-
<br />oe
<br />8'X16'
<br />W/2-#4 T&B
<br />I EMBED PL.
<br />#3 TIES @ 24'O.C.
<br />CON(. TIE BEAM
<br />"X4`X3/ ' �\
<br />W/2-1/2'X6'
<br />8'X24' W/2-#4
<br />STUDS
<br />T&B #3 TIES @
<br />�� SP,@ 5'O.C,
<br />24' D.C. (POCKET
<br />GROUT BLK,S LID
<br />- -
<br />BEAM 4'XS' AT
<br />AT EXP,BOLTS
<br />JOIST LOCATIONS)
<br />I.,
<br />CONT.HORIZ,BRIDGING
<br />WALL REINAT FIRST PANEL POINT
<br />WALL REINF,
<br />/4X
<br />W/2-5/8DIA.EXP .BOL S
<br />HK,10' INTO
<br />HK.10' @
<br />SP,@ 6'0,C.(3'EMBED,)
<br />Ill TIE BEAM
<br />PARAPET
<br />AT JOIST BRIDGING LINES
<br />"6 JOIST BEARING AT FRONT WALL
<br />S-2 SCALEi1/2'=1'-0'
<br />PAINTED
<br />K JOIST
<br />-- 7"`" @ END 3 PANELS
<br />7 ROOF CONSTRUCTION DETAIL
<br />S-2J SCALE4/2'=1'-0'
<br />#4 T
<br />CONT.
<br />- - - - - -
<br />- - -
<br />//\/
<br />o\�/\\�%
<br />I I
<br />4 SIDEWALK EDGE DETAIL
<br />S - Z SCALEi1/2'=1'-0'
<br />NOTE, FOR ROOFING & FLASHING DETAILS
<br />REFER TO ARCH, DWGS.
<br />P,T,(1)-2X8 PLATE
<br />W 2'DIA,) 9'
<br />ANCHOR BOLTS
<br />SP,@ 4'-0'O.C.
<br />cu
<br />EL.+14'-B'
<br />N
<br />JOIST BEARING
<br />EMBED PL,
<br />B'X4'X3/8'
<br />W/2-1/2'X6'
<br />AI)STUDS
<br />SP.@ 5'O.C.
<br />WALL REINF.
<br />W/2-#4 T&B
<br />#3 TIES @ 24'O.C,
<br />POCKET BEAM 4'X8'
<br />AT JOIST LOCATIONS
<br />HK,10' INTO
<br />TIE BEAM
<br />CONT.L2X2X1/8
<br />WELD TO JOISTS
<br />(WELD DECK @ 6'❑.C.)
<br />16 4 1/2
<br />'K' JOIST
<br />CONT.HORIZ.
<br />g JOIST BEARING AT REAR WALL
<br />S-2 SCALE4/2'=1'-0'
<br />STRUCTURAL NOTES & SPECIFICATIONS
<br />SITE PREPARATION
<br />1. STRIP AND GRUB ALL VEGETATION, DEBRIS, AND OTHER DELETERI❑US
<br />MATERIAL WITHIN THE STRUCTURE FOOTPRINT PLUS A MARGIN OF 5 FEET,
<br />2. THE CLEARED SURFACE SHALL BE PROF ROLLED USING APPROPRIATE
<br />COMPACTION EQUIPMENT FOR SITE AND SOIL CONDITIONS, SUFFICIENT PASSES
<br />SHALL BE MADE TO DEVELOP A MINIMUM DRY DENSITY OF 95% OF THE
<br />MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D-1557) TO A DEPTH OF
<br />24 INCHES BELOW THE COMPACTED SURFACE,
<br />3. AFTER COMPLETION OF PROOF ROLLING, APPROVED CLEAN FILL MATERIAL
<br />SHALL BE ADDED AS REQUIRED IN LEVEL LIFTS NOT EXCEEDING 12 INCHES
<br />IN UNCOMPACTED THICKNESS. EACH LIFT SHALL BE COMPACTED TO ACHIEVE
<br />AT LEAST 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D-
<br />1557). FILLING AND COMPACTION SHALL CONTINUE UNTIL FINAL GRADE
<br />ELEVATIONS ARE ATTAINED.
<br />4, EXCAVATE FOR COLUMN AND WALL FOOTINGS TO THE SPECIFIED ELEVATIONS
<br />AND VERIFY IN PLACE COMPACTION, COMPACT EXCAVATED SUBGRADE BEARING
<br />SURFACES AS REQUIRED TO ACHIEVE A MINIMUM DRY DENSITY OF 95% OF
<br />THE MODIFIED PROCTOR MAXIMUM DRY DENSITY (ASTM D-1557) TO A MINIMUM
<br />DEPTH OF 12 INCHES BELOW BOTTOM OF F❑❑TINGS.
<br />5, ALL PREPARED AND COMPACTED AREAS SHALL BE OBSERVED AND TESTED BY
<br />A REPRESENTATIVE OF A CERTIFIED GE❑TECHNICAL ENGINEER,
<br />FOUNDATION NOTES
<br />1. ALL FOOTINGS SHALL BEAR ON CONTROLLED COMPACTED SUBGRADE HAVING A
<br />MINIMUM BEARING CAPACITY OF 2500 POUNDS PER SQUARE FOOT,
<br />2, MAXIMUM SLOPE BETWEEN BOTTOMS OF FOOTINGS SHALL BE ONE VERTICAL TO
<br />TWO HORIZONTAL,
<br />3, CONSTRUCTION JOINTS IN WALLS OR GRADE BEAMS SHALL BE VERTICAL JOINTS
<br />LOCATED A MINIMUM DISTANCE OF 4'-0' FROM ANY WALL OPENING AND
<br />APPROXIMATELY MIDWAY BETWEEN COLUMNS OR SUPPORTS.
<br />4. NO BACKFILLING AGAINST WALLS SHALL BE DONE UNTIL CONCRETE HAS
<br />ATTAINED FULL STRENGTH AND SUPPORTING FLOORS ARE IN PLACE OR WALLS
<br />HAVE BEEN ADEQUATELY BRACED,
<br />5, SLABS ON GRADE SHALL BE PLACED ON CONTROLLED COMPACTED FILL DENSIFIED
<br />TO NOT LESS THAN 95% OF THE MODIFIED PROCTOR MAXIMUM DRY DENSITY,
<br />ASTM D 1557,
<br />6, PROVIDE CONTRACTION CONTROL JOINTS IN SLABS ON GRADE AT DESIGNATED
<br />LOCATIONS SHOWN ON PLAN.
<br />7, FOR LOCATION OF FINISH DEPRESSIONS IN SLABS ON GRADE, IF APPLICABLE,
<br />REFER TO ARCHITECTURAL DRAWINGS,
<br />CONCRETE NOTES
<br />1. ALL CONCRETE WORK SHALL CONFORM TO THE ACI BUILDING CODE (318-99).
<br />2, ALL CONCRETE SHALL BE 3000 PSI CONTROLLED NORMAL WEIGHT CONCRETE
<br />UNLESS OTHERWISE NOTED ON DRAWINGS,
<br />3, ALL REINFORCING STEEL SHALL CONFORM TO ASTM A615, GRADE 60,
<br />4, WELDED WIRE FABRIC SHALL CONFORM TO ASTM A185.
<br />5. CONCRETE COVERING FOR REINFORCING STEEL SHALL BE A MINIMUM OF 3/4,
<br />FOR SLABS, 1 1/2' FOR BEAMS AND COLUMNS, 1 1/2' FOR FORMED SURFACES
<br />EXPOSED TO EARTH OR WEATHER, 3' FOR FOOTINGS AND BEAMS CAST AGAINST
<br />AND PERMANENTLY EXPOSED TO EARTH,
<br />6, CONTRACTOR SHALL VERIFY SIZE AND L❑CATION OF ALL OPENINGS WITH
<br />ARCHITECTURAL AND MECHANICAL DRAWINGS. OPENINGS NOT SHOWN ON
<br />STRUCTURAL DRAWINGS SHALL BE SUBMITTED T❑ THE STRUCTURAL ENGINEER
<br />FOR APPROVAL.
<br />7, ALL REINFORCING BARS MARKED CONTINUOUS SHALL BE LAPPED 43 BAR
<br />DIAMETERS. LAP TOP BARS AT MIDSPAN AND BOTTOM BARS AT SUPPORTS
<br />UNLESS OTHERWISE NOTED, HOOK ALL TOP BARS AT DISCONTINUOUS ENDS.
<br />STRUCTURAL STEEL NOTES
<br />1. ALL STRUCTURAL STEEL SHALL CONFORM TO ASTM A572, GRADE 50 UNLESS
<br />OTHERWISE NOTED, STEEL PIPE COLUMNS SHALL CONFORM TO ASTM A53,
<br />TYPE S, GRADE B, STEEL TUBING SHALL CONFORM TO ASTM A500, GRADE B
<br />(Fy = 46 KSI),
<br />2, DETAILING, FABRICATION AND ERECTION OF STEEL SHALL CONFORM TO THE
<br />MANUAL OF STEEL CONSTRUCTION (9TH ED.)(ALLOWABLE STRESS DESIGN).
<br />3, ALL SHOP CONNECTIONS SHALL BE WELDED OR HIGH STRENGTH BOLTED.
<br />4. ALL WELDING SHALL CONFORM TO THE AMERICAN WELDING SOCIETY,AWS
<br />D1,1 STRUCTURAL WELDING CODE -STEEL,
<br />5. FIELD CONNECTIONS SHALL BE MADE WITH ASTM A325N HIGH STRENGTH BOLTS
<br />UNLESS OTHERWISE NOTED ON DRAWINGS.
<br />6. BEAM CONNECTIONS SHALL BE ADEQUATE TO SUPPORT ONE HALF THE TOTAL
<br />UNIFORM LOAD CAPACITY FOR THE GIVEN SIZE AND SPAN OF BEAM, ALL
<br />BOLTS SHALL BE A MINIMUM OF 3/4' DIAMETER.
<br />7, ALL STEEL SHALL RECEIVE A SHOP COAT OF PAINT EXCEPT CONTACT SURFACES
<br />OF SLIP CRITICAL HIGH STRENGTH BOLTS AND SURFACES TO BE WELDED,
<br />STEEL JOIST NOTES
<br />1, DESIGN, FABRICATION, AND ERECTION OF OPEN WEB STEEL JOISTS SHALL
<br />CONFORM TO STEEL JOIST INSTITUTE'S STANDARD SPECIFICATIONS,
<br />ROOF JOIST DESIGN SHALL BE MODIFIED AS REQUIRED TO PROVIDE A NET
<br />UPLIFT LOAD CAPACITY ❑F 25 PSF, JOIST MANUFACTURER SHALL SUBMIT
<br />AFFADAVIT BY A FLORIDA LICENSED PROFESSIONAL ENGINEER CERTIFYING
<br />CONFORMANCE WITH DESIGN LOAD CRITERIA,
<br />2, PROVIDE TOP AND BOTTOM CHORD JOIST BRIDGING SIZED AND SPACED TO
<br />MEET THE STEEL J❑IST INSTITUTE SPECIFICATIONS MODIFIED AS REQUIRED
<br />BY UPLIFT DESIGN, USE HORIZONTAL BRIDGING THROUGHOUT EXCEPT THAT
<br />DIAGONAL CROSS BRIDGING SHALL BE COMBINED WITH HORIZONTAL BRIDGING
<br />AT THREE CONSECUTIVE PANELS ADJOINING EXTERIOR WALLS, ALL BRIDGING
<br />AND BRIDGING ANCHORS SHALL BE COMPLETELY INSTALLED BEFORE
<br />CONSTRUCTION LOADS ARE PLACED ON JOISTS.
<br />3, CONCENTRATED HANGER LOADS, SUCH AS HEAVY PIPES, MECHANICAL
<br />EQUIPMENT, ETC„ NOT SHOWN ON DRAWINGS, WILL NOT BE PERMITTED
<br />WITHOUT PRIOR APPROVAL OF THE STRUCTURAL ENGINEER. SUCH LOADS
<br />IF PERMITTED, SHALL BE SUPPORTED AT JOIST TOP CHORD PANEL PONTS,
<br />MASONRY NOTES
<br />1, ALL MASONRY CONSTRUCTION SHALL BE IN ACCORDANCE WITH ACI 530-99/
<br />A,S.C.E. 5-99/TMS 402-99 AND ACI 530.1-99/A,S,C.E, 6-99/TMS 602-99,
<br />2, ALL CONCRETE MASONRY SHALL BE NORMAL WEIGHT UNITS CONFORMING To
<br />ASTM C90. TYPE N-II WITH A MINIMUM MASONRY COMPRESSIVE STRENGTH,
<br />f'M = 1500 PSI AT 28 DAYS,
<br />3. MORTAR SHALL HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1800 PSI AND
<br />SHALL CONFORM TO ASTM C270, TYPE S,
<br />4, COARSE GROUT SHALL HAVE A 3/8' MAXIMUM SIZE AGGREGATE AND A
<br />MINIMUM COMPRESSIVE STRENGTH OF 2000 PSI. SLUMP MEASURED IN
<br />ACCORDANCE WITH ASTM C143 SHALL RANGE BETWEEN 8' AND 11'.
<br />5, PROVIDE VERTICAL REINFORCING AS SHOWN ON DRAWINGS. DOWEL ALL
<br />VERTICAL BARS INTO FOOTINGS, LAP BARS 48 DIAMETERS AT SPLICE
<br />LOCATIONS, AND HOOK BARS INTO TIE BEAM AT ROOF LEVEL,
<br />6, PROVIDE GROUT FILLED KNOCKOUT BLOCKS AT LOCATIONS INDICATED
<br />WALL SECTIONS, LAP ALL BARS 48 DIAMETERS AT SPLICE LOCATIONS,
<br />7, FILL BLOCK WALLS SOLID WITH COARSE GROUT AT ALL REINFORCED CELLS
<br />AND AT DESIGNATED LOCATIONS SHOWN ON DRAWINGS, MORTAR ALL CROSS
<br />WEBS OF CELLS RECEIVING GROUT AND MAINTAIN 3' MINIMUM CLEAR CELL
<br />OPENINGS AND MINIMUM CLEAR AREA OF 10 SQ.IN,
<br />B. FOR HIGH LIFT GROUTING, PR❑VIDE CLEANOUT OPENINGS AT BOTTOM OF
<br />ALL GROUT FILLED CELLS (ALTERNATE CELLS AT SOLID GROUTED WALLS).
<br />9, HORIZONTAL JOINT REINFORCING SHALL BE STANDARD WEIGHT, LADDER TYPE
<br />REINFORCING CONSISTING OF #9 GAGE LONGITUDINAL AND TRANSVERSE RODS
<br />SPACED AT VERTICAL INTERVALS NOT EXCEEDING 16'O.C. CROSS RODS TO
<br />BE SPACED 16'0,C, LAP LONGITUDINAL RODS AT LEAST 8' AT SPLICE
<br />L❑CATIONS,
<br />10.PROVIDE PRECAST CONCRETE LINTEL BEAMS OVER ALL EXTERIOR AND INTERIOR
<br />MASONRY WALL OPENINGS UNLESS OTHERWISE NOTED. TOTAL LOAD DEFLECTION
<br />NOT TO EXCEED L/360,
<br />ILPR❑VI➢E TEMPORARY BRACING OF MASONRY WALLS AS REQUIRED DURING
<br />CONSTRUCTION.
<br />LIVE LOADS
<br />FLAT ROOF 20 PSF
<br />WIND LOADS (FLORIDA BUILDING QQDE 2004)
<br />BASIC WIND SPEED = 130 MPH
<br />FLAT ROOF
<br />IMPORTANCE FACTOR, II = 1.0
<br />EXPOSURE B
<br />INTERNAL PRESSURE COOEFICIENT t0,18 ✓�
<br />MAIN FRAME END ZONE, 2a = 11.0'
<br />COMPONENTS & CLADDING END ZONE, a = 5.5'
<br />MAIN WIND FORCE RESISTING SYSTEM PER A,S.C.E, 7-02
<br />HEIGHT (FT) HORIZ.WIND PRESSURE(INT,ZONE) HORIZ.WIND PRESSURE(END ZONE)
<br />0-30 15,9 PSF 23,9 PSF
<br />COMP❑NENTS AND CLADDING - EFFECTIVE WIND AREA C 10 SF,
<br />HEIGHT (FT) H❑RIZ,WIND PRESSURE(INT,ZONE) HORIZ.WIND PRESSURE(END ZONE)
<br />0-30 +24,8/-26,9 PSF +24.8/-33,1 PSF
<br />HEIGHT (FT,) VERTICAL WIND PRESSURE AT ROOF a
<br />0-30 ZONE 1 +11.0/-27.1 PSF
<br />ZONE 2 +11.0/-45.5 PSF a F21
<br />ZONE 3 +11.0/-68.5 PSF
<br />OVERHANG
<br />ZONE 2 -39.1 PSF
<br />ZONE 3 -64,4 PSF
<br />PLUS AND MINUS SIGNS SIGNIFY PRESSURES ACTING TOWARD AND AWAY FROM THE
<br />SURFACES RESPECTIVELY,
<br />ti
<br />T
<br />rO
<br />\,
<br />o Q
<br />8
<br />U�
<br />rn
<br />$
<br />v
<br />J
<br />rn
<br />C
<br />M
<br />U-
<br />d
<br />O
<br />@
<br />C
<br />V♦ N
<br />c
<br />�
<br />Q
<br />o
<br />c
<br />o
<br />JLL
<br />M
<br />M
<br />J
<br />0
<br />Lb
<br />U�
<br />a
<br />> o
<br />o"
<br />LO
<br />cn
<br />0
<br />z
<br />co
<br />v
<br />c
<br />Q
<br />J
<br />oLL
<br />U
<br />G
<br />J
<br />O
<br />U.
<br />U
<br />C
<br />m
<br />0
<br />r`
<br />CN
<br />N
<br />04
<br />� J � o to
<br />LL -1
<br />o > M
<br />z U ¢W-J..
<br />0 J zpcn
<br />F- Or �mJ
<br />Z Q
<br />O m (D= _
<br />w CL M 0-
<br />z N �UJ
<br />N
<br />Revisions:
<br />Project Number
<br />E: 06082a
<br />Date
<br />03-19-07
<br />Sheet Number
<br />S-2
<br />i
<br />i'
<br />
|