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27
BAR DIAG.
3/4' = 1'-0'
3/4' = 1'-0'
� HAIRPINS, TYP.
12 BAR DIAL. STD
3/4' = 1'-0'
HAIRPINS, TYP.
,PINS, TYP.
w
10 BAR DIAG. STD
3/4' -- 1'-0'
'3 HAIRPINS, TYP.
6 BA
D IAG RAM STD.
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6 BAR DIAGSTD)
3/4' = 1'-0' a
*3 HAIRPINS, TYP.
8 p p
-DIAGRAM (STANDARD
3/4' 1'-0'
FOOTING SC,1-IE1 ULE
MARK
SIZE
X W X THICKNESS,
REINFORCEMENT
REMARKS
BOTTOM
TOP
SHORT BAR
LONG BAR
SHORT BAR
LONG BAR
9-16
CONT, X IV X 12'
205
UP-24
CONT. X 24'12'
*4 is 46'
3 * 5
WF-36
.X
CONT. X 36' X 12'
*4 * 481
305
F-40
4'-0' X 4'-0' X 12'
605
605
F-46
4'-6' X 4'-6' X 13'
6 *5
6* 5
F-56
5'-6' X 540" X 111
105
105
F-60
6'-0' X 6'-0' X la'
6 *6
6 *6
F-66
6'-6' X 6'-61 X 20,
5 "1
5 *1
F-10
1'-0' X 1'-0' X 21,
6 *1
6 *1
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1'4' X T-6' X 24'
15%
9%
F-80
a'-0' X b'-0' X 24'
6 "a
6 ob
F-bb
a'-6" X b'-6' X 25'
9 *1
9 *1
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608
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9 "b
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1108
1106
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801
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1108
806
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101
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TE CONT. X8'.X8' 1*5
HAIRPINS, TYP.
.,
m
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•
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•
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9 D ETAI L
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12 D ETAI L
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13 HAIRPINS
TYP.
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GREATER OF
GREATER OF
tu
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F
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3'-6"
3'-6"
3'-61
CONT.
3'-6'
3'-6'
WHICHEVER 15
'E' BARS
MIN.
+-
MIN
0
MIN.
'T' BARS
MIN.
MIN
GREATER
3'-61 MIN.
0'
1I.1 Yf A
R
Ir+l rS A
m
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1
•
to 4'
23 DETAIL
3/4' = I'-0'
'D' BARS
'B' BARS I LSTIRRUPS OR TIES, 2' TYp, 'B' BARS CONC, COL.
BEE SCHEDULE FOR
TYPE, NUMBER AND CONT. 11, BARS
SPACINCs
Li 6' TYP. L2 L3 L4
TY iCA AM ,4 ACING i M
NOTES: _
1. PLACE A MAXIMUM OF 2 BARS PER LAYER IN a' -WIDE BEAMS.
2. SPLICE TOP BARS AT MID SPAN W/ 30 BAR DIAMETER LAP SPLICES.
3. SPLICE '1' BARS AT SUPPORTS W/ 30 BAR DIAMETER LAP SPLICES.
4. PLACE 'C' BARS OVER RIGHT-HAND SUPPORT, UNLESS NOTED IN REMARKS.
5. '1' BARS AS SCHEDULED SHALL BE PLACED EACH SiDE OF BEAM.
I *5 GOP1T.
WWF
COMPACTED FILL J
1�1
SLAB EDGE DETAIL
3/4' = 1'-0'
1/ ' 1/6' WIDE X 11/4' DEEP
9AW CUT CONTROL JOINT
TO PE CUT WITHIN 24 H IRSW1llF. „� AFTER SLAB 15 POURE
X ----X X4 X—X--- X-----X-�-X---X—X—Xf
11
VISQUEEN
TYP. CONTROL JOINTS DETAIL X J)
115 EA FACE
TOP < 'C' BARS
BOTTOM 5AR5
1 *4 EA. FACE
2 *1 BOTTOM
2B-169 179 18
DETAIL
3/4' = 1'-0'
1 1/2' CLR.
TYP.
10 D ETAI L
3/4' I'-0'
15
DETAIL
3/4' = 1'-0'
31 DETAIL
3/4' = I'-0'
w
w
a
4'-1'
TC
3 DETAIL
3/4' = 1'-0'
I�
w
HAIRPINS, TYP. r
�t
114i
to,
4'-5 1/2'
:c
1'-3' 1'-2' 1'-1'
25 2nd & 3rd DETAIL 19 DETAIL
3/4' = 1'-0' 3/4' = I'-0'
d
5TD. HOOK
EL. SEE PLAN
ROOF LEVEL
TIRO BEAM
VERT. REINF.
CONC. TiE
COLUMN
HORIZONTAL JOINT.
REINF. EVERY OTHER
COURSE, SEE GEN. NOTES
5' NON BEARING CMU WALL
(ABOVE GRADE)
_05ED TIES
EL. 40'-01
)NC. SLAB ON
'ADE
>RIZ. JOINT REINF.
'ERY COURSE,
;E GEN. NOTES
CMU WALL
ELOW GRADE)
)WELS SAME SIZE
ID NO. AS VERT. RE1NF
I o '
ALL FOOTING
STUCTURAL NOTES
1. FOUNDATION:
FOUNDATION SYSTEM CONSISTS OF SPREAD FOOTINGS DESIGNED FOR AN
ALLOWABLE SOIL BEARING PRE65URE OF 5000 PSF, FOOTINGS SHALL BEAR
ON UNDISTURBED LIMEROCK, SEE SOIL STATEMENT IN 6-1
2. GENERAL:
A. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE FLORIDA
BUILDING CODE, 2001 EDITION, ASCE 1.95 MINIMUM DE51GN LOADS FOR BUILDINGS,
THE ACI 31b-cat BUILDING CODE, AND ALL APPLICABLE FEDERAL, STATE AND
LOCAL ORDINANCES.
B. THESE DRAWINGS AND SPECIFICATIONS COMPLY, TO THE BEST OF MY KNOWLEDGE
WITH THE APPLICABLE MINIMUM BUILDING CODE.
C. THE CONTRACTOR SHALL VERIFY ALL CONDITIONS OF EXISTING STRICTURES
AFFECTING NEW CONSTRUCTION BEFORE COMMENCING ANY WORK ANY
VARIATIONS iN ACTUAL FIELD CONDITIONS/DIMENSIONS FROM THOSE SHOWN IN
THE CONTRACT DRAWINGS SHALL BE REPORTED TO THE ARCHITECT/ENGINEER FOR
DETERMINING THE NEED OF REDESIGN PRIOR TO CONTRACTOR'S SUBMITTAL OF
SHOP WORKING DRAWINGS FOR REVIEW.
D. THESE DRAWINGS SHALL BE WORKED TOGETHER WITH ARCHITECTURAL, AIR
CONDITIONING, MECHANICAL AND ELECTRICAL DRAWINGS TO LOCATE DEPRESSED
SLABS, SLOPES, DRAINS, OUTLETS, RECE55E5, OPENINGS, REGLETS, BOLT
SETTINGS, SLEEVES, ETC. DISCREPANCIES SHALL BE BROUGH TO THE ATTEN-
TION OF ARCHITECT/ENGINEER BEFORE PROCEEDING WITH THE WORK
E. WHEN PERFORMING WORK BELOW GRADE, CARE SHALL BE TAKEN TO AVOID
DAMAGING ANY EXISTING UTILITIES. ALL UNKNOWN UTILITIES DISCOVERED
DURING CONSTRUCTION SHALL BE BROUGHT TO THE ATTENTION OF THE ARCHI-
TEGT/ENGINEER ANY DAMAGE TO THE EXISTING UTILITIES SHALL BE REPORTED
TO ALL AFFECTED PARTIES, INCLUDING THE ARCHITECT/ENGINEER.
F. GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR UPDATING HIS CONSTRUC-
TION DOCUMENTS WiTH THE REVISED DRAWINGS AND SPECIFICATIONS, FIELD
ORDERS, CHANGE ORDERS AND CLARIFICATION SKETCHES 155UED DURING THE
COURSE OF CONSTRUCTION.
G. TYPICAL DETAILS AND NOTES ON THESE DRAWINGS SHALL APPLY UNLESS SPECI-
FICALLY NOTED OTHERWISE. CONSTRUCTION DETAILS AND SECTIONS NOT COM-
PLETELY SHOWN OR NOTED SHALL BE SIMILAR TO DETAILS AND SECTIONS SHOWN
OR NOTED FOR SIMILAR CONDITIONS.
H. THE GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR ALL EXCAVATION
PROCEDURES INCLUDING LAGGING, SHORING, AND PROTECTION OF ADJACENT PRO-
PERTY, STRUCTURES, STREETS AND UTILITIES IN ACCORDANCE WITH THE LOCAL
BUILDING DEPARTMENT.
I. BACKFILL AROUND THE EXTERIOR PERIMETER OF WALLS SHALL NOT BE PLACED
UNTIL AFTER THE WALLS ARE SUPPORTED BY THE COMPLETION OF INTERIOR FLOOR
SYSTEMS. DO NOT PROCEED WITH BACKFILL UNTIL (1) DAYS AS A MINIMUM AFTER
THE COMPLETION OF INTERIOR FLOOR SYSTEM UNLE55 WALLS ARE ADEQUATELY
BRACED. BACKFILL SHALL NOT BE PLACED UNTIL AFTER COMPLETION AND INSPEC-
TION OF WATERPROOFING WHERE WATERPROOFING OCCUR
J. REINFORCING STEEL SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT
AND ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY
OF THE GENERAL CONTRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION 15 IN FULL
AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS.
K SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AND ARE SUPERSEDED BY THE
STRUCTURAL DRAWINGS. IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CON-
TRACTOR TO MAKE CERTAIN THAT ALL CONSTRUCTION 15 IN FULL AGREEMENT WITH
THE LATEST STRUCTURAL DRAWINGS.
L. THE CONTRACTOR SHALL SUPPLY THE ENGINEER THREE COPIE1) -
INGS A MINIMUM OF ONE WEEK PRIOR TO PLACEMENT. THE REVIEW OF SHOP DRAW-
INGS BY THE ENGINEER IS ONLY FOR GENERAL COMPLIANCE WITH THE STRUCTURAL
DRAWINGS AND SPECIFICATIONS. THE REVIEW DOES NOT GUARANTEE IN ANY WAY
THAT THE SHOP DRAWINGS ARE CORRECT NOR DOES IT INFER THAT THEY SUPER-
SEDE THE STRUCTURAL DRAWINGS.
M. SUBMITTALS TO STRUCTURAL ENGINEER:
I. CONCRETE TEST REPORT FOR CAST -IN -PLACE CONCRETE AS PER 301-439.
II. REINFORCING STEEL SHOP DRAWINGS.
III. STRUCTURAL STEEL SHOP DRAWINGS, ERECTION DRAWINGS.
IV. POST -TENSIONED CONCRETE 6LAB5 SHOP DRAWINGS, ERECTION DRAWINGS, DESIGN DATA.
SEE Di2AWING 5-8 FOR ADDITIONAL SHOP DRAWING REQUIREMENTS.
V. RAILING SHOP DRAWINGS AND DESIGN DATA.
3, CONCRETE:
A ALL CONCRETE WORK SHALL CONFORM TO ALL REQUIREMENTS OF ACI 301-99
'SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS.'
B. CONCRETE COMPRES5IVE STRENGTH AT 2b DAYS SHALL BE 4000 PSI.
C. FORMWORK SHALL COMPLY WITH ACI 341-01, ' RECOMMENDED
PRACTICE FOR CONCRETE WORK'
D. MIX DESIGNS SHALL BE SUBMITTED TO THE ENGINEER FOR APPROVAL PRIOR TO
COMMENCEMENT OF ANY CONCRETE WORK
E. NO WATER SHALL BE ADDED TO THE CONCRETE AT THE JOB SITE.
F. THE OWNER SHALL CONTRACT AN INDEPENDENT TESTING LABORATORY TO PER-
FORM CONCRETE CYLINDER TESTS AS FOLLOWS: 51X CYLINDER TESTS FOR ANY
50 CUBIC YARDS OF CONCRETE POURED, OR FRACTION THEREOF FOR EACH CLASS OF
CONCRETE POURED EACH DAY. ONE CYLINDER SHALL BE TESTED AT 3 DAYS AND
AND 1 DAYS. THREE AT 28 DAYS, AND ONE RESERVED TO BE TESTED AT 56 DAYS IF
REQUIRED. ONE SLUMP TEST SHALL BE TAKEN FOR EACH SET OF CYLINDERS CAST.
SLUMP TESTS SHALL CONFORM WiTH ASTM C 143.
G. TRANSPORTING, PLACING, CURING AND DEPOSITING OF CONCRETE SHALL COMPLY
WITH ACI 301-99.
4. BALCONY AND TERRACE RAILINGS AND STAIR RAILINGS SHALL BE DESIGNED BY
MANUFACTURER'S REGISTERED ENGINEER IN THE STATE OF FLORIDA TO RESIST A LOAD
OF 501-56/FT. APPLIED IN ANY DIRECTION AT TOP OF SUCH BARRIER POSTS SHALL
BE DESIGNED TO RESIST THE REACTION FROM THE RAILINGS OR A MINIMUN LOAD OF
200 LBS. HANDRAILS SHALL BE DESIGNED AND CONSTRUCTED TO RESIST A LOAD OF
NOT LESS THAN 200 LBS. APPLIED IN ANY DIRECTION AND AT ANY POINT ON THE RAIL.
EL. SEE PLAN TD. HOOK
ROOF LEVEL -
N
EL. SEE PLAN
7
CONC. BEAM OR SLAB
DOUBLE TIES
a �
IEL. SEE PLAN
I
GONG. BEAM OR SLAB
DOUBLE TIES
VERTICAL BARS
CLOSED TIES
i I/2' CLR
DOWELS SAME SIZE
t NO, AS VERT. BARS
4
a
CIA
t-4
WELDED WIRE FABRIC
v
GROUND FLOORIV +x x—x—x-L=x—x = x xj---x---x—x—x
EL.-1'-4 1M TR=���_ _ 111111 1111
U.ON 6 MIL
t VISQUEEN
FOOTING
-, SEE scPF-D.
U
III_-1
_III
STD. HOOK _III--► I 1=1 I I
3' GLR 1 I—III=I LIMEROCK
COL. < FTC. UON�=1 1I—
TYPICAL COLUMN -FOOTING DETAIL
5. REINFORCING STEEL:
A. REINFORCING STEEL SHALL BE DETAILED AND PLACED IN ACCORDANCE WITH
ACI 318-9t.
B. REINFORCING STEEL SHALL BE DEFORMED BARS CONFORMING TO ASTM A 615-96a
(81) GRADE 60.
C. ALL WELDED WIRE FABRIC SHALL CONFORM TO A5TM A 165-51.
D. REINFORCING SHALL BE HELD SECURELY iN POSITION WITH STANDARD ACCES-
SORIES DURING PLACING OF CONCRETE.
E. ALL TOP REINFORCING SHALL TERMINATE WITH STANDARD HOOKS AT DISCON-
TINUOUS EDGES OR ENDS.
F. ALL BOTTOM BARS SHALL BEAR 6' MINIMUM OVER SUPPORTS, UDA
G. ALL REINFORCING BARS MARKED CONTINUOUS SHALL BE LAPPED 30 DIA. AT
SPLICES AND CORNERS UNLESS OTHERWISE NOTED. LAP CONTINUOUS TOP BARS
AT CENTER BETWEEN SUPPORTS AS REQUIRED. TERMINATE CONTINUOUS BARS
AT NON -CONTINUOUS ENDS WITH STANDARD HOOKS, U.ON.
H. MINIMUM CONCRETE COVER FOR REINFORCEMENT:
I. CONCRETE CAST AGAINST AND PERMANENTLY
EXPOSED TO EARTH 31
II. CONCRETE EXPOSED TO EARTH OR WEATHER
*6 BARS AND LARGER _. 2'
$5 BARS AND SMALLE 1 1/2'
III. CONCRETE NOT EXPOSED TO WEATHER OR
IN CONTACT WIH EARTH:
SLABS AND WALLS - --- 3/4'
BEAMS AND COLUMNS 1 1/2'
6, CONCRETE MASONRY WORK:
A. ALL CONCRETE MASONRY WALLS ARE DESIGNED AS NON LOAD BEARING WALLS,
UNLESS OTHERWISE NOTED., AND SHALL BE IN PLACE AFTER THE SLABS AND
BEAMS ARE POURED AS WELL A$ THE CONCRETE TIE COLUMNS
FRAMING THEM.
B. ALL CONCRETE MASONRY UNITS (CMU) SHALL CONFORM TO ASTM C'O, 'STAND-
ARD SPECIFICATIONS FOR HOLLOW LOAD BEARING CONCRETE MA50NRY UNITS'.
WITH A NET AREA COMPRESSIVE STRENGTH OF MASSONRY OF 2600 PSI,
C. MORTAR SHALL CONFORM TO A5TM C 210, TYPE 'M', WITH A MINIMUM AVERAGE
STRENGTH OF 2a00 P51.
D. CONCRETE MASONRY STRENGTH, fm, SHALL BE A MINIMUM OF 2000 PSI
E. VERTICAL REINFORCING IN CMU CELLS SHALL BE SPLICED WITH 48 BAR DIA-
METER LAP SPLICES. PROVIDE CLEAN OUT HOLES AT BASE OF FILLED CELLS
FOR LAP INSPECTION AND VERIFYING THAT THE CELLS HAVE BEEN FiLLED
SOLID WITH GROUT.
F. FILLED CELLS SHALL BE FILLED WITH 3000 PSI GROUT AS PER ACI 530-a9 AND
ACI 530.1-ft FILLING OF CELLS SHALL BE DONE IN FOUR FOOT LIFTS WITH A MAXIMUM
POUR OF 12 FEET. USE MECHANICAL VIBRATION TO ACHIEVE GROUT -FILLED
SOLID CELLS. GROUT SHALL CONFORM TO ASTM C416. SLUMP SHALL BE
BETWEEN a' AND 11'.
G. ALL CMU WALLS SHALL BE HORIZONTALLY REINFORCED WITH STANDARD NO.9
LADDER -TYPE GALVANIZED STEEL REINFORCING EVERY SECOND COURSE, EXTEND
REINFORCING A MINIMUM OF 4 INCHES INTO TIE COLUMNS.
1. STRUCTURAL STEEL:
A. STRUCTURAL STEEL SHALL COMPLY WITH AISC 'SPECIFICATIONS FOR DESIGN, FA-
BRICATION AND ERECTION FOR STRUCTURAL STEEL BUILDINGS,' 9TH EDITION,
B. STRUCTURAL STEEL SHAPES AND PLATES SHALL CONFORM TO ASTM A 36, Fy 36 K51,
C. STRUCTURAL STEEL TUBES SHALL CONFORM TO ASTM A500, GRADE B, Fy=46 K51.
D. STRUCTURAL STEEL PIPES SHALL CONFORM TO ASTM A53, TYPE S, GRADE B,
Fy = 35 K51.
E. ANCHOR BOLTS WALL CONFORM TO EITHER ASTM A 301 OR ASTM A 36.
F. FRAMING BOLTS SHALL CONFORM TO ASTM 325, WITH HARDENED WASHERS AND
HEX NUTS.
a. WELDING:
A WELDING SHALL BE DONE WITH E-10 ELECTRODES.
B. WELDERS SHALL BE AWS-CERTIFIED.
9. POST -TENSIONED CONCRETE
A POST-TENIONING CONTRACTOR SHALL HAVE A MINIMUM OF FIVE YEARS OF
SATISFACTORY EXPERIENCE IN PROJECTS OF SIMILAR SIZE COMPLEXITY TO
THIS PROJECT.
B. POST -TENSIONING CONTRACTOR SHALL SUBMIT FOR REVIEW TO THE ENGINEER OF
RECORD SHOP DRAWINGS AND CALCULATIONS. SHOP DRAWINGS SHALL INCLUDE
COMPLETE LAYOUTS OF ALL TENDONS WITH PROFILES DETAILS OF STRESSING
SEALED CALCULATIONS SHALL BE PREPARED BY A STATE OF FLORIDA REGISTERED
AND DEAD END ANCHORING, TENDON FORCES, SECTIONS AND DETAILS. SIGNED AND
SPECIALTY ENGINEER WITH NO LESS THAN TEN YEARS EXPERIENCE IN SUCCESSFULL
POST -TENSIONING DESIGN OF SIMILAR PROJECTS.
C. POST -TENSIONING DESIGN AND DETAILING SHALL COMPLY WITH ACI 316-99, P.C.I.
423-3R-96 RECOMMENDATIONS, AND P. T. I. P05T-TENSIONING MANUAL, 6TH EDITION.
SEE PROJECT SPECIFICATIONS FOR ADDITIONAL INFORMATION.
D. TENDONS SHALL BE 1/2' DIAMETERS 1 WIRE STRANDS WITH AN ULTIMATE TENSILE
STRENGTH OF 210 M. TENDONS SHALL CONFORM WITH ASTM A-416.
E. BANDED TENDON FORCES SHALL BE SHOWN THUS: F=300 K WHICH IS THE TOTAL
EFFECTIVE PRESTRESS FORCE. TENDON BANDS SHALL BE PLACED SYMMETRICALLY
OVER THE CENTER LINE OF COLUMNL UNIFORM TENDON FORCES SHALL BE SHOWN
THUS: F=10 K/FT, WHICH 15 THE UNIT EFFECTIVE PRESTRESS FORCE PER FOOT
WIDTH OF SLAB.
F. TENDONS SHALL BE PLACED FOLLOWING 'TYPICAL TENDON PROFILE' DETAIL, UNLESS
OTHERWISE NOTED. TENDONS SHALL BE PLACED PARABOLICALLY BETWEEN SUPPORTS
IN ACCORDANCE WITH THE CONTROL POINTS SHOWN iN PLAN, U.ON. HARPED TENDONS
SHALL BE PLACED ON A STRAIGHT LINE BETWEEN CONTROL POINTS. TENDONS LOW
POINTS SHALL OCCUR AT MID SPAN, U. O. N. PROFILE VERTICAL DIMENSIONS REFER
TO THE CENTER OF GRAVITY OF THE TENDON OR GROUP OF TENDONS (C. G. 5)
TO THESE DIMENSIONS ARE MEASURED FROM THE BOTTOM OF THE MEMBER PLACING
TOLERANCES SHALL BE I'/s+ 1/6'.
G. PLACE A MINIMUM OF TWO TENDONS DIRECTLY OVER COLUMN CENTER LINE.
H. CLEARANCE TO TENDONS AROUND SLAB OPENINGS SHALL BE AT LEAST 3 INCHES.
MAXIMUM CURVATURE AROUND OPENINGS SHALL BE NO MORE THAN I iN 6.
I. CONCRETE COMPRESSIVE STRENGTH SHALL BE A MINIMUM OF 3400 PSI PRIOR TO
STRESSING OF TENDONS.
J. SEE DRAWING S-b FOR ADDITIONAL POST -TENSIONING NOTES,
DRAWING rn-E=
OWNER/DEVELOPER-
PLAZA 57
DE LOS REYES
CHANDLER AND ASSOCUr�s
ARMTECTURP, PA
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SCHEDULES
S.W. 57TH COURT BETWEEN
CONSULTING
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59�0 S.W 73 ST. SUITE 2a6
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DATE 05-01-01 PERMIT SET
PROJECT N
4960 S.W. 72 AVENUE
4970 S.W. 72 AVE. SUITE 107. MIAMI, PL 3#1��5
TEL: (305) $65-2772 A)� . 305) GG5-147R3 14
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CITY OF SOUTH MIAMI
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