10-327R-016GENERAL r r A NOTES
L FOUNDATIONS:
10.
DETAILS AND SECTIONS:
DEEP FOUNDATIONS:
ZONE(4)
ALL DETAILS AND SECTIONS SHOWN ON THE DRAWINGS ARE INTENDED
AREA
POSITIVE
TO BE TYPICAL, AND SHALL BE CONSTRUED TO APPLY TO ANY
BASED ON SOIL BORINGS AND RECOMMENDATIONS MADE BY
NEGATIVE
SIMILAR SITUATION ELSEWHERE ON THE PROJECT, UNLESS A
PROFESSIONAL SERVICE INDUSTRIES, THE FOUNDATIONS HAVE BEEN
111 PBF.
DIFFERENT DETAIL, DR SECTION, IS SHOWN.
DESIGNED WITH AUGERCAST PILES, WITH THE FOLLOWING CAPACITY
26 ft? to 50 Fe
% P.SF.
AND MINIMUM PILE PENETRATION DEPTHS.
11.
GENERAL:
16" DIAMETER, 125 TONS IN COMPRESSION, AND 80 TONS IN
92 P.S.F.
IF ANY ERRORS OR OMISSIONS APPEAR IN THE DRAWINGS,
TENSION. 40' MINIMUM PENETRATION AND MINIMUM ROCK SOCKET 10'
116 PSF.
SPECIFICATIONS, OR OTHER DOCUMENTS, THE CONTRACTOR MUST
ALL COMPRESSION PILES SHALL BE REINFORCED WITH A CAGE OF
96 P.S.F.
NOTIFY THE ARCHITECT AND ENGINEER, IN WRITING, OF THE SAME
5 -06 VERTICAL BARS AND 0 3 * 12" c/c TIES FOR THE TOP 15 FEET
251 ft. to 500 ft
PRIOR TO PROCEEDING WITH THE WORK IN QUESTION. IN THE EVENT
AND I '9 THE FULL LENGTH OF THE PILE.
V P.SF.
THAT THE CONTRACTOR FAILS t0 GIVE NOTICE, OR PROVIDE
501 ft AND UP
11 F.S.F.
SUFFICIENT TIME FOR A RESPONSE, CONTRACTOR IS RESPONSIBLE
SHALLOW FOUNDATIONS:
85 P.SF.
FOR THE RESULTS OF SUCH ERRORS OR OMISSIONS, AND FOR ALL
BASE ON SITE OBSERVATION THE FOUNDATIONS HAVE BEEN DESIGNED
FROM ANY CORNER OF TWIE BUILDING. ALL OTHER LOCATIONS
COSTS FOR RECTIFYING SAME AND FOR ANY DELAYS OR ANY OTHER
USING 2000 P.S.F
NOTE: THE WIND PRESSURES INDICATED ON THE TABLES ARE TO BE USED
COSTS INCURRED BY SAME..
2. CONCRETE:
2'411 x 24"
THE CONTRACTOR SHALL USE THE STRUCTURAL DRAWINGS TOGETHER
ALL CONCRETE TO ATTAIN A MINIMUM ULTIMATE COMPRESSIVE
SEE DET. C /51.1
WITH THE ARCHITECTURAL, MECHANICAL AND ELECTRICAL DRAWINGS
STRENGTH OF 5,000 PSI IN 28 DAYS, EXCEPT FOR SLABS ON GRADE
NOT USE
8 -pro
TO LOCATE DEPRESSED SLABS, SLOPES, DRAINS, OUTLETS,
THAT SHALL HAVE AN ULTIMATE COMPRESSIVE STRENGTH OF 3000
12°'x12"
RECESSES, OPENINGS, REGLETS, BOLT SETTINGS, SLEEVES,
PSI IN 28 DAYS. AGGREGATES TO BE CLEAN AND WELL GRADED,
DIMENSIONS, ETC- POTENTIAL CONFLICTS SHALL BE TRANSMITTED
MAXIMUM SIZE P. CONCRETE SLUMP: 3" MIN. TO 5" MAX.
TO THE ARCHITECT AND ENGINEER BEFORE PROCEEDING WITH T14E
VERTICAL CONCRETE DROP NOT TO EXCEED 8'.
12 -08
WORK CONTRACTOR TO PROVIDE ADEQUATE TIME FOR RESPONSE
SEE DET. C /51.1
F/4
FROM ARCHITECT/ENGINEER
3. CONCRETE COVER:
03 6 12"
SEE DET. C/51.1
TO BE AS FOLLOWS: BOTTOM TOP SIDES
12.
SHORING AND RE- SNORING:
FOOTINGS 311 211 311
SEE DET. C /81.1
CONTRACTOR WILL PROVIDE SHORING AND RE- SHORING DRAWINGS,
GRADE BEAMS 3" 2" 211
12 -08
ALONG WITH RE- SHORING SCHEDULE FOR ALL ELEVATED STRUCTURAL
COLUMNS - -- - -- 1'1/2"
F/'1
COMPONENTS, INCLUDING BUT NOT LIMITED TO: BEAMS, SLABS, AND
BEAMS 11/2 It 11/2" I1/211
0'3 tv 12"
PRECAST JOISTS. DRAWINGS TO BE SIGNED AND SEALED BY A
SLABS !" !" 1"
24" x 24"
FLORIDA REGISTERED PROPES81ONAL CIVIL OR STRUCTURAL.
4. REW- ORCINCs STEEL:
SEE DET, C /81.1
ENGINEER, FOR REVIEW AND APPROVAL BY THE ARCHITECT AND THE
TO BE NEW HIGH STRENGTH BILLET STEEL DEFORMED AS PER ASTM
MARK
STRUCTURAL ENGINEER NO ELEVATED WORK MAY PROCEED WITHOUT
A -305 -
AND fNCx TO ASTM A 615 b0.
REINFORCING
THIS SUBMITTAL AND ITS APPROVAL BY ARCHITECT AND ENGINEER
- -
LAP CONTINUOUS TOP AND BOTTOM BARS 48 BAR DIAMETERS, AT MID
B
CONTRACTOR TO ALSO A
1T?AG OR AL RETAIN SAME ENGINEER TO PROVIDE FIELD
SPAN FOR TOP, AND AT SUPPORTS FOR BOTTOM. PROVIDE "L" BARS
E
INSPECTIONS, ALONG WITH REPORTS, THAT ALL OF THE SHORING AND
30 X30 FOR TOP AND BOTTOM BARS, AT ALL CORNERS OF ALL TIE
4
RE- SHORING I6C4MPLETED AS PER HIS DRAWINGS AND
BEAMS. HOOK DISCONTINUOUS ENDS OF ALL TOP BARS FOR
DEPTH= 48"
SPECIFICATIONS, FOR EACH LEVEL OF WORK SHORING SCHEDULE TO
STRUCTURAL BEAMS (NON TIE - BEAMS). REINFORCING STEEL TO BE
WIDE TIME THAT SHORES MAY BE REMOVED IN ORDER TO REMOVE
FORMWORK.
DETAILED AND FABRICATED IN ACCORDANCE WITH "MANUAL OF
NOTE, IF THESE SHORING AND RE- SHORING CONFLICT WITH ANY
STANDARD PRACTICE OF DETAILING REINFORCING CONCRETE
DIRECTIVES CONTAINED IN THE JOB SPECIFICATIONS, THEN THE
STRUCTURES ", AND THE ACI BUILDING CODE 318, LATEST EDITION.
GOVERNING GUIDELINES WILL BE THESE.
SUBMIT SHOP DRAWINGS FOR APPROVAL.
5. MASONRY:
13.
CONSTRUCTION JOINTS:
A. ALL CONCRETE BLOCK TO BE GRADE N -2, CONFORMING TO ASTM
8 -'r9
FOR CONSTRUCTION JOINTS IN SLABS ON FILL REFER TO SLABS ON
C -90, WITH A MINIMUM NET AREA COMPRESSIVE STRENGTH OF
40
FILL SECTION AND COORDINATE WITH ARCHITECTURE. FOR BEAMS,
1,900 PSI, AND A PRISM STRENGTH OF 1,500 PSI
$ -2
PROVIDE BULKHEADS AT MID -SPAN OF BEAM, AND PROVIDE BEAM
(MINIMUM). MORTAR SHALL BE TYPE M, WITH A MINIMUM
8 -08
POCKET, 4" DEEP X 2/3 DEPTH OF BEAM X 2/3 WIDTH OF BEAM,
STRET1GtH OF 200 PSI (USE PORTLAND TYPE CEMENT).
CENTERED IN THE BEAM. PROVIDE EXPOSED REINFORCING TO
TEST MASONRY UNITS AND MORTAR BY TESTING LAB AT A RATE
SEE DET. D /81.1
ADEQUATELY SPLICE THE REINFORCING FOR A CLASS "C" TENSION
OF EVERY 1000 SQUARE FEET OF WALLS ERECTED.
2411 x 26"
LAP SPLICE. FOR SLABS, PROVIDE BULKHEADS AT A MID -SPAN
B. MASONRY WALLS SHALL BE REINFORCED HORIZONTALLY WITH 6
LOCATION OF SLAB, AND PROVIDE A CONTINUOUS SHEAR KEY,
GAUGE DEFORMED GALVANIZED STEEL, SPACED AT 16" C/C
20194 "c% EE
$AL 6 8 "c /c
CENTERED IN THE SLAB FACE. PROVIDE EXPOSED REINFORCING
VERT. EXTEND HORIZONTAL REINFORCING 4" INTO ADJACENT
+12' -ro"
STEEL TO SPLICE THE REINFORCING. CONTRACTOR TO SUBMIT, FOR
COLLk NS. PROVIDE TRUSS TYPE FOR NON - REINFORCED MASONRY
8 -+'10
APPROVAL, LOCATIONS OF BULKHEADS FOR ALL STRUCTURAL
AND LADDER TYPE FOR REINFORCED MASONRY.
4d
15AL
ELEMENTS THROUGHOUT JOB, PRIOR TO COMMENCEMENT OF ANY WORK
C. FOR VERTICAL REINFORCEMENT, SEE SCHEDULE AND LAP 48
$ -5
+12' -811
BAR DIAMETERS MINIMUM. PROVIDE RILL BED OF MORTAR FOR
ro-*8
ro -01
REINFORCED MASONRY.
14.
ANCHORING EPDXY:
D. PROVIDE CLEANOUTS WHEN GROUTING BLOCK CELLS, AND CLEAN
SEE DET. D /81.1
FOR ANCHORING REINFORCING STEEL IN EXISTING CONCRETE USE
OUT BLOCK CELLS OF ALL MORTAR DROPPINGS. MAXIMUM
MARK
HILTI HIT HY 150 INJECTION ADHESIVE ANCHOR OR EQUAL. OTHER
VERTICAL DROP FOR GROUTING IS 4' -011.
HORIZONTAL REINFORCING
AVAILABLE EPDXIES ARE MADE BY ULTRA BOND OR RAWL. DRILL
W -1
12"
HOLES 1/8" BIGGER THAN THE DIAMETER OF THE REINFORCING STEEL
05 S 12" EACH FACE
(STEEL ROD). THE DEPTH OF THE HOLES ARE TO BE A MINIMUM OF
b. WIND DESIGN CRITERIA:
5 ", UNLESS OTHERWISE NOTED IN THESE PLANS, OR UNLESS
ALL STRUCTURAL ELEMENTS, EXPOSED TO WIND, HAVE BEEN DESIGNED
OTHERWISE INSTRUCTED BY THE MANUFACTURER'S RECOMMENDATIONS.
PER THE GUIDELINES OF THE ASCE 1 -2005 BUILDING CODE.
FOR WIND UPLIFT ON THE ROOFS, SEE INDIVIDUAL ROOF PLANS FOR
15.
EXPANSION BOLTS.
DIAGRAMS AND TABLES DICTATING THE ZONES AND THE NET UPLIFT FORCES.
ALL EXPANSION BOLTS, NOTED IN PLANS, ARE TO BE HILTI TYPE
KWIK BOLTS 3, OR EQUAL. FOR SUBSTITUTION, SUBMIT TO
1. SLABS ON FILL:
STRUCTURAL ENGINEER FOR REVIEW AND APPROVAL.
FILL AND BACKFILL TO BE COMPACTED UNDER THE SUPERVISION OF A
SPECIALTY ENGINEER TO A MINIMUM OF S OF MAXIMUM DRY
DENSITY FOR ALL LAYERS AS VERIFIED BY FIELD DENSITY TESTS.
TESTS SHALL BE MADE IN ACCORDANCE WITH METHODS OF TESTS FOR
MOISTURE DENSITY RELATIONS OF SOILS, ASTM D -1551 MODIFIED TO
USE 25 BLOWS ON FIVE LAYERS WITH A 10 POUND HAMMER DROPPING
18 INCHES. IN ADDITION, A MINIMUM OF ONE IN -PLACE FIELD
DENSITY TEST SHALL BE PERFORMED FOR EACH 2500 SQUARE FEET,
OR FRACTION THEREOF, FOR EACH LIFT OF COMPACTED SOIL, AND
SUCH TESTING SHALL BE PERFORMED IN ACCORDANCE WITH EITHER
ASTM D 1556, STANDARD TEST METHOD FOR DENSITY OF SOIL IN-
PLACE BY THE SANDCONEt OR ASTM D 2922, STANDARD TEST METHODS '
FOR DENSITY OF SOIL AND SOIL AGGREGATE IN PLACE BY NUCLEAR
METHODS OR OTHER APPROVED METHODS. COMPACTION LAYERS NOT TO
EXCEED 12 ". BACKFILL MATERIAL TO BE APPROVED BY SOIL
ENGINEER SLABS TO BE PLACED CONTINUOUSLY, HOWEVER, MUST BE
SAW CUT SAME DAY IT IS PLACED AND LIMITED TO 400 SF, AND
15 FEET IN ANY DIRECTION, COORDINATE WITH ARCHITECTURE FOR
LOCATIONS OF T14E SAW CUTS. SUBMIT LAYOUT OF ALL SAW CUTS FOR
APPROVAL. SAW CUT t0 BE A MINIMUM OF 1 INCH DEPTH AND 1/4
INCH WIDTH. PROVIDE VAPOR BARRIER BELOW ALL SLABS ON FILL
(10 MIL). REFER TO ARCHITECTURE FOR REQUIRED SOIL POISONING
BENEATH ALL SLABS ON GRADE.
S. EXCAVATIONS:
GENERAL CONTRACTOR TO NOT EXCAVATE ADJACENT TO OR NEAR NEW
STRUCTURES TURES AFTER THEY HAVE BEEN CONSTRUCTED. EXCAVATIONS
FOR UTILITIES ADJACENT TO OR NEAR NEW STRUCTURES TO BE
COMPLETED BEFORE THE NEW STRUCTURES ARE CONSTRUCTED.
COORDINATE ALL UTILITIES WITH STRUCTURAL DRAWINGS. IF
CONFLICTS EXIST CONTACT ARCHITECT AND STRUCTURAL ENGINEER
GENERAL CONTRACTOR TO EXERCISE CAUTION DURING EXCAVATIONS
ADJACENT TO THE EXISTING STRUCTURES. IF THERE EXISTS A
DEVIATION OF THE EXISTING FOUNDATION FROM WHAT IS SHOWN IN
THESE PLANS, CONTACT ARCHITECT AND STRUCTURAL ENGINEER
GENERAL CONTRACTOR IS SOLELY RESPONSIBLE FOR THE BRACING AND
LATERAL SUPPORT, AND FOR MAINTAINING THE INTEGRITY OF THE
EXISTING STRUCTURE DURING ALL PHASES OF THE CONSTRICTION.
S. SHOP DRAWINGS:
NO SHOP DRAWING SHALL BE SUBMITTED FOR ARCHITEGTMIGINEER'S
REVIEW UNTIL AFTER THEY HAVE BEEN REVIEWED AND NOTED FOR
CONSTRUCTION METHOD, DIMENSIONING, AND OTHER TRADE
REQUIREMENTS BY THE CONTRACTOR AND STAMPED WITH THE
CONTRACTOR'S APPROVAL SEAL. ENGINEER ASSUMES NO
RESPONSIBILITY FOR DIMENSIONS, QUANTITIES, ERRORS OR OMISSIONS,
AS A RESULT OF CHECKING AND REVIEWING ANY SHOP DRAWINGS.
WINDLOAD PRESSURE FOR SOWS,
WIND LOAD PRESSURES
FOR ROOFING DEI SIGN
(POUNDS PER SQUARE POOI)
REINFORCEMENT
ZONE(4)
ZONE*
AREA
POSITIVE
WINDLOAD PRESSURE FOR SOWS,
DOORS AND PANELS.
(POUNDS PER SQUARE POOI)
REINFORCEMENT
ZONE(4)
ZONE*
AREA
POSITIVE
NEGATIVE
POSITIVE
NEGATIVE
10 fe to 25 It'
102 FLF.
111 PBF.
102 P.SF.
131 RSF.
26 ft? to 50 Fe
% P.SF.
105 P.SR
96 P.SF.
125 P.SF.
51 ft' to 100 re
92 P.S.F.
100 P.SF.
92 F.S.F.
116 PSF.
101 ft. to 250 ft
81 RSR
96 P.S.F.
81 P.SR
106 F.S.F.
251 ft. to 500 ft
81 P.aF.
90 P.S.F.
V P.SF.
94 P.SF.
501 ft AND UP
11 F.S.F.
85 P.SF.
11 FAR
85 P.SF.
NOTES:
I. ZONE Q5 IS DEFINED AS ANY DOOR OR WINDOW WITHIN V -m"
FROM ANY CORNER OF TWIE BUILDING. ALL OTHER LOCATIONS
ARE DEFINED AS ZONE 4
2,- VALUES INDICATED CAN BE INTERPOLATED.
NOTE: THE WIND PRESSURES INDICATED ON THE TABLES ARE TO BE USED
WITH LOAD COMBINATIONS OF ASCE -1 -05
' »u - III -II
;11111
PILE CAP SIZE,
< REINFORCING
AS SCHEDULED
01
COLUMN SIZE, REINF-G, 4
CONC. STRENGTH AS NOTED
IN COLUMN SCHEDULE -
FOR COL. TIES, SEE TYPICAL
COLUMN DETAILS.
IIIEIIII �
�- STD. 9 HOOK
RZ
u.t.
= 1�
I'Li
TYPICAL COLUMN TO FOOTING DETAIL
i�DETAIL
SI3 SCALE = N.T.S.
SEE PLAN
? I I FOR REINFORCING
NOTE: DO NOT --�
"BRICK" OFF
OF PILES TO
SUPPORT
REINFORCING
COMPRESSION PILE DETAIL
i�DETAIL
SI3 SCALE = N.T.S.
GRADE BEAM SYMMETRICAL A60UT CENTERLINE,
NOT SHOWN FOR CLARITY. SEE PLAN
CONC. COL. BEYOND
SEE PLAN AS SCHEDULED
TOP BARS AS SCHEDULED
807TOM BARS AS SCHEDULED
EL. 0' -0"
T.O. SLAB
38 Bar diam
Ah EL. SEE PLAN
T.O. PILE GAP i =�
1
GRADE BEAM SEE PLAN _
AS SCHEDULED =I I
2 -01 BARS, 4811 LONG IIiII II ► r
(SHEAR FRICTION)
CLEAR
4" IN SHEARWALL PILECAP,
3" IN ALL OTHER PILECAPS
PILE
PILE CAP BEYOND,
SEE PLAN AS SCHEDULED.
TYPICAL PILE TO GRADE
BEAM CONNECTION DETAIL
N.T.S.
► o
12 5ARS
CV
MAI
• �� i • • - . - • - • -
i
- - -- - -- - - - - -- - - - - - - --
c
a_ -
=
LAP 24 BAR DIA
• I•: 1 (UNLESS NOTED AS CONTINUOUS)
LCM
Es
1 1/2" COVER ALL SIDES
L1 1 1 L2 1
TYPICAL BEAM DIAGRAM
N.T.S.
NOTES: -.
1.- "C" BARS ARE TOP BARS AT NON - CONTINUOUS ENDS.
2: "E" BARS ARE TOP BARS OVER RIGHT INTERIOR SUPPORTS.
3.- TOP BARS CALLED FOR AS CONTINUOUS, WHEN SPLICED, SHALL BE SPLICED IN THE MIDDLE THIRD OF THE SPAN.
4. REFER TO INTERMEDIATE BEAM REINFORCING FOR ADDITIONAL REINFORCING.
5.- PROVIDE AT ALL NON- BEARING BLOCK WALLS, A TIE -BEAM 8"x12" (MIN) W/2 -05 TOP AND BOTTOM CONT., 03 TIES,
4 AT 12 "c% EACH END, BAL. AT 48 "c% TIE -BEAMS MUST BE DOWELED INTO WALLS AT EACH END, AT INTERSECTIONS,
AT INTERMEDIATE POINTS.
6.- PROVIDE 2 -+5 CORNER BARS (EXTEND 30 IN EACH DIRECTION FROM CORNER) AT ALL NON - BEARING BLOCK WALLS.
1.- TIE BEAM DEPTH, AS SCHEDULED, IS MINIMUM CAN BE INCREASED AS REQUIRED TO MATCH BLOCK COURSING.
PROVIDE 1+5 EFIADDTL) IF INCREASE IN DEPTH EXCEEDS 8".
8. WHERE POSSIBLE TOP BEAM REINFORCEMENT SHALL EXTEND INTO THE SLAB BEYOND, FAR FACE OF COLUMN BY
A DEVELOPMENT LENGTH.
9.. PROVIDE FULL TENSION LAP SPLICE AT ALL REINFORCEMENT INDICATED AS CONTINUOUS.
MASONRY BLOCK WALL SCHEDULE
MARK
THICKNESS
�C�)
REINFORCEMENT
REMARKS
VERTICAL
HORIZONTAL
125W -524
12"
(2)S6 24 "EF.
No.9 GAGE DURO WALL
MASONRY REINFORCED.
FILL REINF. CELL WITH
CONC. GROUT.
$W -532
8°'
05'1 32 "c /c
No-g GAGE DURO WALL
MASONRY REINFORCED.
FILL REINF. CELL WITH
CONC. GROUT.
$W -546
'
8"
050 48 "c%
Nog GAGE DURO WALL
MASONRY REINFORCED.
FILL REINF. CELL WITH
CONC. GROUT.
CONCRETE FOOTING
SCHEDULE
MARK
TH SIZE DE
REINFORCEMENT
REMARKS
WF -3roM
3ro" (W) x 16" (D)
4 -"5 LONG WAY $ OTTOM
SEE PLAN FOR TRANSV. $ARS
MONOLITHIC FOOTING.
-1roM
fro" CW) x 12" CD)
2-5 LONG WAY 50TTOI'1
'I'3�48" TRANSV. $QTTOM
MONOLITHIC FOOTING.
T.E.
8" (W) x 12" (D)
2- 04 CONT., $ OOTOM
THICKENED EDGE
CONCRETE COLUMN SCHEDULE
MARK
GRIDLINE
SIZE
(INCHES)
REINFORCING
VERTICAL
STIRRUPS
C)
2'411 x 24"
12 -*8 )'Zl�
03 6 1211
SEE DET. C /51.1
1 C2
4 G3
NOT USE
8 -pro
12°'x12"
*3tv 811
F/3
24" x 24"
12 -08
03 � 12"
SEE DET. C /51.1
F/4
24" x 24"
12 -O8
03 6 12"
SEE DET. C/51.1
F/5
24" x 24"
12 -08
03 � 12"
SEE DET. C /81.1
F/6
24" x 24"
12 -08
03 6 12"
SEE DET. C /81.1
F/'1
24" x 24"
12-09
0'3 tv 12"
SEE DET. C /81.1
G/3
24" x 24"
12 -OS
03 9 12"
SEE DET, C /81.1
E.E. ■EACI -I E"° INTMNINTER""ATE BE A M SCHEDULE
EF. -EACH FADE
MARK
TOP OF
BEAM
LEV
S�
(in)
REINFORCING
STIRRUPS
REMARKS
B
T
C
E
Na.
in
4
DEPTH= 48"
PILE DIA.= 16"
12 -W B. HOOKED, EACH WAY
$ -1
+12' -ro"
24" x 26"
8 -*8
8 -'r9
40
20°8 "c% EE
$AL '� 81 °C /C
SEE DET. D /51.1
$ -2
+12' -6"
2411 x 2(011
8 -08
8 -*5
40
206ro "c% EE
$AL 6 8 "c /c
SEE DET. D /81.1
$ -3
+12' -ra"
2411 x 26"
8 -*9
8 -x'10
40
20194 "c% EE
$AL 6 8 "c /c
SEE DET. D /51.1
$ -4
+12' -ro"
24" x 2ro"
8 -+'9
8 -+'10
4d
15AL
20194 "c% EE
-1 8 "c /c
SEE DET. D /81.1
$ -5
+12' -811
241' x 24"
ro-*8
ro -01
30
11011011
SEE DET. D /81.1
CONCRETE WALL
SCHEDULE
MARK
TICKN.
VERTICAL REINFORCING
HORIZONTAL REINFORCING
REMARKS
W -1
12"
"5 a 1211 EACH FACE
05 S 12" EACH FACE
I
n
CI,
N �
I �
3' -10 3/411 L21-011L21-0% 31-10'3/411
11' -91 /s 11
3 P.C.
SCALE: Ns1° =1' -0"
DEPTH= 42"
PILE DIA.= 16"
5 -03 B. HOOKED, 3 WAYS, T. 4 B.
c it
I �f- cfJ
cn
C4
2' -311 41 -011 21 -311
4 P.C.
SCALE: 3 /s"=11 -0u
DEPTH= 44"
PILE DIA.= 16°'
'5-10 B. HOOKED, EACH WAY
ARCHITECT:
v €:
......
-BERM-Ell-0 AJAMIL & PARTNERS, INC.
Architecture Engineering Planning
IntariorDes;gn Landscape Architecture
2601 i5autK Bayshore Drive 10th Floor
Miami, Florida 33133
(305) 859 -2050 Fax (305) 860 -3700
PLANNING ARCHITECT:
WILMOT SANZ
A R C H I T E C T U R E
P L A N N I N G
18310 Montgomery Village Avenue
Gaithersburg, Maryland 20879
301- 590 -2900 (Fax) 301- 590 -8150
STRUCTURAL pENGINEER: P q
aiiNBUL TIN %INE[NmRRSS NEEA'
❑RAMON R. DONNELL
avrs
• ❑PEDRO J. DLOLIESDE P.E. 0022764
avaisreuc'r
DADA K ALBAISA P.E. s�O y,
W N .M74•r OT. NAM.
-v .. SuTa Cr a,o"loA . AVTHOFMT= Nr =00
MEP ENGINEER:
f'MP'
2121 Ponce de Leon Blvd. Suite
350
Carol Gables, FL 33134
•emnrxi C.orm.,rc'g "«;:;ems phone: 305.564.1692
fox 305.569.1693
Dallas . Houston . Nashville . Miami . Richmond
Austin . Denver . Phoenct . Washington D.C.
ccrd project number. 405112.038
EBOOD07658
IT CONSULTANT:
GENE BURTON & ASSOCIATES
;X'` 1993 Cenernl George Patton Drive 5840 West 1 -20, Suite 150
F.alin, Tennessee 37067 Arlington, Texas76017
Phone: 615.376.3100 Ph-, 9 1 7 3 63 2486
far :6153763114 Fax :817.5632753
Wehuw:- gbaiw, =
Afedical Equipment and Communications Planners
`r`rrrrr®®rxrr
f
.` NO 22764
®"11`: STATE OF �: 2
.... 1`/
e�
®t ®rS ®pt A
i°
x'2764
PERMIT SET
. TT
AtD
,[ ,
- -,
0. REQUEST
PROJECT NAME:
SOUTH MIAMI HOSPITAL SITE
PREPARATION PACKAGE
PROJECT ADDRESS:
7400 S.W. 62nd Ave.
South Miami, Florida 33143
VVlvllve. 1`a V. 'iWJ 1.1w
SCALE:
DATE: 0414 -2010
DRAWN:
CHECKED: BH
CADD FILE: ILINSTITUTIONAL.
DRAWING TITLE:
SCHEDULES, NOTES
AND DETAILS
SHEET
S1,3
Ct
C V
UTH MIANAlt
2
2 ` -10'
-10 °'
1 r-
UIL I
IG DEPT-
STRUCTU
AL SE TODN
5 P.C.
�pcPRC}VED
BY:
a
SCALE:
DEPTH= 48"
PILE DIA.= 16"
12 -W B. HOOKED, EACH WAY
ARCHITECT:
v €:
......
-BERM-Ell-0 AJAMIL & PARTNERS, INC.
Architecture Engineering Planning
IntariorDes;gn Landscape Architecture
2601 i5autK Bayshore Drive 10th Floor
Miami, Florida 33133
(305) 859 -2050 Fax (305) 860 -3700
PLANNING ARCHITECT:
WILMOT SANZ
A R C H I T E C T U R E
P L A N N I N G
18310 Montgomery Village Avenue
Gaithersburg, Maryland 20879
301- 590 -2900 (Fax) 301- 590 -8150
STRUCTURAL pENGINEER: P q
aiiNBUL TIN %INE[NmRRSS NEEA'
❑RAMON R. DONNELL
avrs
• ❑PEDRO J. DLOLIESDE P.E. 0022764
avaisreuc'r
DADA K ALBAISA P.E. s�O y,
W N .M74•r OT. NAM.
-v .. SuTa Cr a,o"loA . AVTHOFMT= Nr =00
MEP ENGINEER:
f'MP'
2121 Ponce de Leon Blvd. Suite
350
Carol Gables, FL 33134
•emnrxi C.orm.,rc'g "«;:;ems phone: 305.564.1692
fox 305.569.1693
Dallas . Houston . Nashville . Miami . Richmond
Austin . Denver . Phoenct . Washington D.C.
ccrd project number. 405112.038
EBOOD07658
IT CONSULTANT:
GENE BURTON & ASSOCIATES
;X'` 1993 Cenernl George Patton Drive 5840 West 1 -20, Suite 150
F.alin, Tennessee 37067 Arlington, Texas76017
Phone: 615.376.3100 Ph-, 9 1 7 3 63 2486
far :6153763114 Fax :817.5632753
Wehuw:- gbaiw, =
Afedical Equipment and Communications Planners
`r`rrrrr®®rxrr
f
.` NO 22764
®"11`: STATE OF �: 2
.... 1`/
e�
®t ®rS ®pt A
i°
x'2764
PERMIT SET
. TT
AtD
,[ ,
- -,
0. REQUEST
PROJECT NAME:
SOUTH MIAMI HOSPITAL SITE
PREPARATION PACKAGE
PROJECT ADDRESS:
7400 S.W. 62nd Ave.
South Miami, Florida 33143
VVlvllve. 1`a V. 'iWJ 1.1w
SCALE:
DATE: 0414 -2010
DRAWN:
CHECKED: BH
CADD FILE: ILINSTITUTIONAL.
DRAWING TITLE:
SCHEDULES, NOTES
AND DETAILS
SHEET
S1,3