02-509-106J
STRUCTURAL NOTE5
CONCRETE:
SHALL ATTAIN A MINIMUM COMPRESSIVE STRENGTH OF 4,000 PSI OR AS SHOWN ON PLAN.
MAXIMUM SIZE OF AGGREGATES: 3/4'
MAXIMUM PERMISSIBLE SLUMP: 5' it
A MINIMUM OF 5 CONCRETE SPECIMENS SHALL BE TAKEN FROM EACH 50 CU YARDS
OR PORTION THEREOF. SPECIMENS SHALL BE TESTED ACCORDING TO A,S.TM. C-33
REINFORCING STEEL:
SHALL CONFORM TO A.S.TM. A-615 GRADE 60. REINFORCING STEEL SHALL BE
DETAILED AND FABRICATED ACCORDING WITH THE 'MANUAL OF STANDARD PRACTICE
FOR DETAILING REINFORCED CONCRETE STRUCTURES'. LAP CONTINUOUS REINFORCING
30 BAR DIA IN BEAMS, 36 BAR DIA IN SLABS. LAP BOTTOM STEEL OVER SUPPORTS
AND TOP STEEL AT MDSPAN. HOOK ALL DISCONTINUOUS TOP REINFORCING. TURN
ALL COMERS WITH 2 "5 X 4'-0' BARS.
CLEAR COVER FOR REINFORCING SHALL BE:
BEAMS AND COLUMNS 11/2'
SLABS 1', EXT. TOP: 11/2'
FORMED FACES IN CONTACT WITH EARTH 2'
UNFORMED FACES 3'
PROVIDE 2 •5 X 3'-0' DIAGONALLY AT CORNERS OF ALL OPENINGS I'-3' OR LARGER
FOR OPENINGS LARGER THAN I'-3' DISCONT. BARS AT OPENING AND ADD EXTRA BARS
EQUIVALENT TO CUT BARS PLUS 5051. DISTRIBUTED HALF EACH SIDE OF OPENING.
HOOK CUT BARS.
FOUNDATION:
SEE SHEET 8-1 FOR SOIL NOTES.
STRUCTURAL STEEL:
SHALL CONFORM TO A.S.T.M. A-36. BOLTS TO BE A-301. WELDINGS TO BE E-10.
PIPE COLUMNS TO BE FILLED WITH CONCRETE AND CONFORM TO ASTM. A-53
(Fy ■ 46 KSI).
MASONRY:
ALL MASONRY UNITS SHALL CONFORM TO A.S.T.M. C-90, STANDARD SPECIFICATION FOR
HOLLOW LOAD BEARING CONCRETE MASONRY UNITS. MORTAR COW -OWING TO ASTM.
C-210. TYPE 71'.
GENERAL -
1. PROVIDE POLYETHYLENE MEMBRANE FOR ALL SLABS ON GRADE (0.006 IN. VISQUEEN).
2. SLABS ON GRADE TO HAVE 1/2' EXPANSION JOINT MATERIAL AROUND COLUMNS.
3. ALL MASONRY WALLS ARE DESIGNED AS NON-BEARING WALLS AND SHALL BE ERECTED
AFTER SLABS ABOVE HAVE ATTAINED FINAL DEFLECTION.
4. DESIGN LIVE LOADS ARE AS FOLLOWS:
ROOFS 30 F'SF ALL CONCRETE EXPOSED
APARTMENTS 40 PSF TO WEATHER TO HAVE
PUBLIC AREAS 100 PSF WEATHER -PROOFING ADMIXTURE
CORRIDORS AND BALCONIES 100 PSF IN CONCRETE MX. SUBMIT SPECS.
WIND: AS PER SOUTH FLORIDA BUILDING CODE
- ASCE 1-93. EXPOSURE 'C', V=110 MPH
APPROVALS:
1. SUBMIT SHOP DRAWINGS FOR REINFORCING STEEL, POST TENSIONING AND
'SHORING t RE -SHORING DRAWINGS' PREPARED BY A FLA PE.
2. SUBMIT CONCRETE MIX DESIGN t P/T ELONGATION SHEETS.
3. SUBMIT LABORATORY REPORTS FOR CONCRETE TESTS.
4. CHECKING SHOP DRAWINGS IS REQUIRED.
L INTEL5:
INTERIOR (ZONE 4) -MORE THAN 6'-0' FROM CORNER (80 paf LATERAL)
FOR OPENINGS UP TO 5'-O'■USE SUS -PRECAST
FOR OPENINGS UP TO 6'-O'nUSE SFS -PRECAST
FOR OPENINGS UP TO V-0'■USE 8F8 W/105 -PRECAST
CORNIER (ZONE 5) 6'-0' FROM CORNER (134 paf LATERAL)
FOR OPENINGS UP TO V -0' -USE SUS -PRECAST
FOR OPENINGS UP TO 8' -0' -USE 8'X8' W/245 -POUR
- ALL LINTELS TO BE 4,000 PSI MINIMUM AS MANUFACTURER BY
CASTCRETE OR APPROVED EQUAL
- PROVIDE CUTOUTS AT ENDS TO ALLOW FOR CONTINUITY OF
VERTICAL REINFORCING
- COORDINATE ALL OPENINGS WITH WINDOW/DOOR MANUFACTURER
POST -TENSIONING NOTES:
I. ALL TENDONS SHALL CONFORM TO A.S.T.M. A-416, GRADE 210 STEEL, WITH AN ULTIMATE STRESS
OF 210 KSI, SEVEN STRANDS OF 05 IN. DIAMETER WIRE, SHEATED.
2. FORCES SHOWN ON PLAN ARE EFFECTIVE FORCES AFTER ALL LOSSES HAVE TAKEN PLACE.
3. PROFILES SHOWN ON PLAN ARE DISTANCES FROM BOTTOM OF SLAB TO CENTER OF GRAVITY OF
TENDONS.
4. TENDON SUPPLIER TO SUBMIT DETAILED SHOP DRAWINGS WITH FORCES AND PROFILES, NCLUDNG
ENGINEERING CALCULATIONS. ALL SHOP DRAWINGS TO BEAR THE SEAL OF A FLORIDA PROFESSIONAL
ENGINEER
5. FURNISH 0 3 9 24' O.C, LONG HAIRPINS AT ALL TENDON HORIZONTAL OFFSETS.
b. COORDINATE ALL SLAB SLEEVES WITH MECHANICAL AND ELECTRICAL TRADES. NO SLAB CORING ALLOWED.
1. WATERPROOF ALL EXPOSED CONCRETE.
8. ALL EXPOSED TENDON END CONNECTIONS TO BE AN ENCAPSULATED SYSTEM.
FORMWORK SHORING:
1. CONTRACTOR TO PREPARE DETAILED SHOP DRAWINGS FOR ALL TEMPORARY SHORING AND ALSO RE -SHORING
DRAWING INDICATING THE TIME AND SEQUENCE OF REMOVAL. THESE PLANS TO BE PREPARED BY A
PROFESSIONAL ENGINEER AND SUBMITTED TO THE CITY FOR APPROVAL. (G.C. TO INCLUDE COST IN BID PRICE)
RR
z
w
w
o
U-
•
"4 6 24' SUPPORT BARS
2'-6'
(SAME " AS MONOLITHIC
FOOTING)
•
SEE PLAN FOR DIM.
MONOLITHIC FOOTING
A
PLAN FOR PROJECTI
MARK
SIZE
DEPTH
REINFORCING
REMARKS
W-8
8'
8'
1 " 5 CONT.
THICKENED EDGE
WF -16
16
12'
2 " 5 BOTTOM CONT.
STEM -WALL FOOTING
WF -24
24'
12'
3 " 5 BOTT. CONT., 04648' TRANSV.
STEM -WALL FOOTING
WF -36
36'
18'
4 • 6 BOTT., 4 " 5 TOP, 05616' TRANSV.
STEM -WALL FOOTING
WF -48
48'
18'
6 M 6 BOTT., 6 " 5 TOP, 05614' TRANSV.
STEM -WALL FOOTING
UJF-60
60'
18'
8 • 6 BOTT., 8 " 5 TOP, 05610' TRANSV.
STEM -WALL FOOTING
WF -12
-12'
24'
8 + 1 BOTT, 8 " 5 TOP, °6612' TRANSV.
STEM -WALL FOOTING
WF -96
96'
36'
8 • S BOTT., 8 " 6 TOP, 01612' TRANSV.
STEM -WALL FOOTING
UJF-120
120'
38'
10 " 9 BOTT., 8 " 6 TOP, 08612' TRANSV.
STEM -WALL FOOTING
WM-16
16'
12'
2 " 5 BOTTOM CONT.
MONOLITHIC FOOTING
WM-24
24'
12'
3 " 5 BOTT. CONT., 04648' TRANSV.
MONOLITHIC FOOTING
WM-36
36'
18'
4 * 6 $Ott., 4 " 5 TOP, *5616' TRANSV.
MONOLITHIC FOOTING
WM-48
48'
18'
6 " 6 BOTT, 6 " 5 TOP, 05614' TRANSV_
MONOLITHIC FOOTING
WM-48'A'
48'
18'
6 " 6 BOTT, 6 • 6 TOP, "5614' TRANSV.
MONOLITHIC FOOTING
WM-60
60'
18'
8 " 6 BOTT., 8 " 5 TOP, 05610' TRANSV.
MONOLITHIC FOOTING
WM-12
12'
24'
8 "'1 BOTT, 8 " 5 TOP, "6612' TRANSV.
MONOLITHIC FOOTING
WM-12'A'
-12'
24'
8 " 1 BOTT, 8 " 1 TOP, *6612' TRANSV.
MONOLITHIC FOOTING
WM-96
96'
36'
8 • 9 BOTT, 8 " 6 TOP, "1612' TRANSV.
MONOLITHIC FOOTING
u
Lor
VM
F-4
4'-0'X4'-0'
16'
5 " 5 BOTT. EACH WAY
z-0
F-5
51-01X5'-0'
18'
6 • 5 BOTT. EACH WAY
F-1
1'-02X1'-0'
24'
S " 6 BOTT. EACH WAY
F-8
8'-01X8'-0'
30'
1 " 8 BOTT. EACH WAY
rnv
FC -8
8'-0'X12'-0'
30'
108 BOTT. LONG WAY, 1248 BOTT. SHORT WAY, 101 TOP LONG WAY, 8% TOP SHORT WAY
F -S
91-01XV-0'
30'
8 " 8 BOTT. EACH WAY
Nov�
F-10
101-0'X10'-0'
36'
S " 9 BOTT. EACH WAY
F -it
11'-01X11'-0'
36'
12 • S BOTT. EACH WAY
•t :f
o
FC -11
11'-0'X14'-0'
36'
1209 BOTT. LONG WAY, 1649 BOTT. SHORT WAY, 1201 TOP LONG WAY, 10% TOP SHORT WAY
FC -11.1
11'-I'XI3'-3'
28'
0568' TOP t BOTT. EACH WAY
ELEVATOR FOOTING
FC -11.1'A'
II'-I'X13'-6'
28'
0568' TOP 4 BOTT. EACH WAY
ELEVATOR FOOTING
FC -1361
11'-0'X13'-8'
28'
0568' TOP 4 BOTT. EACH WAY
ELEVATOR FOOTING
RR
z
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"4 6 24' SUPPORT BARS
2'-6'
(SAME " AS MONOLITHIC
FOOTING)
•
SEE PLAN FOR DIM.
MONOLITHIC FOOTING
A
PLAN FOR PROJECTI
SEE PLAN FOR FOOTING REINF.
'ROJECTION DETAI
N
REINFORCED MASONRY NOTE5 -(ACI 530)
1 - ALL STRUCTURAL CONCRETE BLOCK UNITS SHALL CONFORM TO THE 'STANDARD
SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY UNITS, ASTM C-30'.
2 - ALL UNITS SHALL BE BUILT TO PRESERVE THE VERTICAL CONTINUITY OF THE
CELLS TO BE FILLED, AND TO MAINTAIN A CLEAR, UNOBSTRUCTED CONTINUOS
VERTICAL CELL MEASURING 2 INCHES BY 3 INCHES.
3 - CLEANOUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF ALL CELLS TO BE
FILLED IN ORDER TO VISUALLY INSPECT THE CONTINUOS FLOW OF CONCRETE.
4 - VERTICAL REINFORCEMENT SHALL BE HELD N POSITION AT THE BOTTOM AND TOP
OF THE CELL TO BE GROUTED. MINIMUM LENGTH OF LAP SPLICE - 48 BAR DIAMETER
MAXIMUM HEIGHT OF LIFTS TO BE LIMITED TO 8.0 FT. HIGH.
5 - ALL CONCRETE USED FOR GROUTING SHALL BE GROUT (ASTM C-416) WITH A
COMPRESSIVE STRENGTH OF : 3000 P,S.I. AT 28 DAYS19'fl' SLUMP)
(b - MORTAR STRENGTH TO BE TYPE T1' 12,500 P.S.IJ
1 - ULTIMATE COMPRESSIVE MASONRY STRESS Wm) TO BE AS FOLLOWS:
2,00 PSI (ALL LEVELS t PARAPET) -j BLOCK STRENGTH =3125 PSI- HIGH STRENGTH
8 - GROUTED CELL REINFORCING TO BE AS FOLLOWS:
%048' VERT. FOR FIRST FLOOR
5048' VERT. FOR TYPICAL FLOORS
PROVIDE 9 GA LADDER TYPE HORIZONTAL REINF. a I6'or—
2"5 BOTTOM
- WALL TO &o WALL
I
1"5 BOTT.
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TYPICAL (SLAB OPENING DETAIL
SLAB RE INF. NOT SHOWN
(4)rl/8'OX4' H.S. STUDS
ROOF
•v •
2' TYP.7
12X12X3/4' PLATE
NOTE: COL. BASE MUST BE
BEARING AT CAP RT -
BEFORE WELDING
1/4' V 'I
SLAB RE INF. NOT SHOWN
1/4'
I/2' EXP. JT. AROUND COL:
PLATE: 11/4' X 12' X 1'-0' -
2' NON -SHRINK GROUT —
ENCASE COL. E
PLATE IN CONC.
0
(4) 3/4'OX8' LG. _ J L
HILT[ KWIK BOLTS
(OR APPROVED EQUAL)
PIECE OF OVERSIZE STEEL - NOTE: STEEL
COL. OR BUILT-UP f:E a COL. MAY BE
(3/8' MIN.) FABRICATED IN
ONE PIECE. OMIT
TYPICAL. FLOOR SLEEVE AT SECOND
LEVEL AND WELD
COL. PLATE.
a
12'X12'X3/4' PLATE
�— GROUND SLAB
PROVIDE 16'X16'X4' DEEP
POCKET IN SLAB - FILL
WITH 4,000 PSI NON -SHRINK
GROUT AFTER COLUMN
ERECTION
F-- TOP FTG.
TYPICAL STEEL COLUMN DETAIL.
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02/28/02
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SEE PLAN FOR FOOTING REINF.
'ROJECTION DETAI
N
REINFORCED MASONRY NOTE5 -(ACI 530)
1 - ALL STRUCTURAL CONCRETE BLOCK UNITS SHALL CONFORM TO THE 'STANDARD
SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MASONRY UNITS, ASTM C-30'.
2 - ALL UNITS SHALL BE BUILT TO PRESERVE THE VERTICAL CONTINUITY OF THE
CELLS TO BE FILLED, AND TO MAINTAIN A CLEAR, UNOBSTRUCTED CONTINUOS
VERTICAL CELL MEASURING 2 INCHES BY 3 INCHES.
3 - CLEANOUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF ALL CELLS TO BE
FILLED IN ORDER TO VISUALLY INSPECT THE CONTINUOS FLOW OF CONCRETE.
4 - VERTICAL REINFORCEMENT SHALL BE HELD N POSITION AT THE BOTTOM AND TOP
OF THE CELL TO BE GROUTED. MINIMUM LENGTH OF LAP SPLICE - 48 BAR DIAMETER
MAXIMUM HEIGHT OF LIFTS TO BE LIMITED TO 8.0 FT. HIGH.
5 - ALL CONCRETE USED FOR GROUTING SHALL BE GROUT (ASTM C-416) WITH A
COMPRESSIVE STRENGTH OF : 3000 P,S.I. AT 28 DAYS19'fl' SLUMP)
(b - MORTAR STRENGTH TO BE TYPE T1' 12,500 P.S.IJ
1 - ULTIMATE COMPRESSIVE MASONRY STRESS Wm) TO BE AS FOLLOWS:
2,00 PSI (ALL LEVELS t PARAPET) -j BLOCK STRENGTH =3125 PSI- HIGH STRENGTH
8 - GROUTED CELL REINFORCING TO BE AS FOLLOWS:
%048' VERT. FOR FIRST FLOOR
5048' VERT. FOR TYPICAL FLOORS
PROVIDE 9 GA LADDER TYPE HORIZONTAL REINF. a I6'or—
2"5 BOTTOM
- WALL TO &o WALL
I
1"5 BOTT.
z 104
T--'qK —,00;r— I—
TYPICAL (SLAB OPENING DETAIL
SLAB RE INF. NOT SHOWN
(4)rl/8'OX4' H.S. STUDS
ROOF
•v •
2' TYP.7
12X12X3/4' PLATE
NOTE: COL. BASE MUST BE
BEARING AT CAP RT -
BEFORE WELDING
1/4' V 'I
SLAB RE INF. NOT SHOWN
1/4'
I/2' EXP. JT. AROUND COL:
PLATE: 11/4' X 12' X 1'-0' -
2' NON -SHRINK GROUT —
ENCASE COL. E
PLATE IN CONC.
0
(4) 3/4'OX8' LG. _ J L
HILT[ KWIK BOLTS
(OR APPROVED EQUAL)
PIECE OF OVERSIZE STEEL - NOTE: STEEL
COL. OR BUILT-UP f:E a COL. MAY BE
(3/8' MIN.) FABRICATED IN
ONE PIECE. OMIT
TYPICAL. FLOOR SLEEVE AT SECOND
LEVEL AND WELD
COL. PLATE.
a
12'X12'X3/4' PLATE
�— GROUND SLAB
PROVIDE 16'X16'X4' DEEP
POCKET IN SLAB - FILL
WITH 4,000 PSI NON -SHRINK
GROUT AFTER COLUMN
ERECTION
F-- TOP FTG.
TYPICAL STEEL COLUMN DETAIL.
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CHECKED
DATE 02/28/02
SCALE AS SHONN
JOB NO. cl5q
SHEET
3-9o1
OF SHEETS