14-925R-016GENERAL NOTES
U A SPECIAL INSPECTION BY A FL. CERTIFIED ENGINEER OR SPECIAL INSPECTOR, WILL BE REQUIRED FOR REINFORCED
MASONRY CONSTRUCTION, SOIL COMPACTION, STRUCTURAL REPAIRS
STRUCTURAL STEEL CONNECTIONS.
2) THE USE OF A SCALE TO OBTAIN DIMENSIONS NOT SHOWN ON THE PLANS IS STRICTLY FORBIDDEN. THE ENGINEER WILL
NOT BE RESPONSIBLE FOR ERRORS RESULTING FROM SUCH ACTIONS.
3) CONTRACTOR TO LOCATE ALL EXISTING UTILITIES PRIOR TO EXCAVATION.
4) ALL SPECIFIED MATERIALS AND CONNECTORS CAN BE SUBSTITUTED WITH EQUAL OR BETTER, WITH THE APPROVAL
OF ENGINEER OF RECORD.
5) PRIOR TO CONSTRUCTION PROVIDE TERMITE PROTECTION TREATMENT TO SOIL IN
ACCORDANCE WITH 'NATIONAL PEST CONTROL ASSOCIATION' STANDARDS
(b) IF CONFLICTS OCCUR IN OR BETWEEN ARCHITECTURAL AND ENGINEERING DOCUMENTS, BETWEEN DOCUMENTS AND
FIELD CONDITIONS OR OTHERWISE, IMMEDIATELY CONTACT THE ENGINEER FOR CLARIFICATION AND DIRECTION BEFORE
PROCEEDING. COORDINATE ALL DIMENSIONS BETWEEN ARCHITECTURAL AND STRUCTURAL DRAWINGS PRIOR TO
PROCEEDING WITH THE WORK
1)THE CONTRACTOR IS RESPONSIBLE FOR ALL METHODS, PROCEDURES AND SEQUENCES OF CONSTRUCTION. PROVIDE
APPROPRIATE SUPERVISION THROUGHOUT THE PROJECT. CONSTRUCTION SITE SAFETY, INCLUDING ALL ADEQUATE
TEMPORARY BRACING AND SHORING, IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR. IT IS THE RESPONSIBILITY
OF THE CONTRACTOR TO EMPLOY THE NECESSARY PROFESSIONAL SERVICES TO DETERMINE THE NECESSARY METHODS
AND SUPPORTS REGARDING FORMING AND CONSTRUCTION LO A DS. TEMPORARY BRACING AND SNORING SHALL BE
DESIGNED TO RESIST ALL CONSTRUCTION LOADS INCLUDING THE WEIGHTS OF ALL SUPPORTED MATERIALS PLUS A LIVE
LOAD OF 50 PSF ON HORIZONTAL SURFACES. MAINTAIN TEMPORARY BRACING AND RETAIN IN PLACE UNTIL PERMANENT
CONCRETE NOTES
1) CONCRETE SHALL CONFORM WITH ACI -318 IT SHALL REACH A MINIMUM COMPRESSIVE STRENGTH
OF 2500 PSI 6 28 DAYS FOR FOOTING 4 SLABS ON FILL, 3000 PSI BEAMS 4 COLUMNS.
2) MAXIMUM PERMISSIBLE SLUMP IS 5 -6' IN STRUCTURAL CONCRETE WITH THE EXCEPTION BEING SAND CEMENT GROUT
3) AGGREGATES SHALL BE CLEAN AND GRADED MAXIMUM SIZES 3/4' CONCRETE ASTM C -33 SHALL CONFORM TO ASTM C -94
4) NO ADMIXTURES PERMITTED WITHOUT WRITTEN APPROVAL OF ENGINEER
5) CONCRETE TESTING IS REQUIRED AS FOLLOWS: I SET OF 5 CYLINDERS FOR EVERY 50 CU. YDS. OF CONCRETE
AS PER ASTM C -94
(o) CLEAR COVER FOR REINFORCING BARS SHALL BE:
FOOTINGS_- .._._ -_ 3'
BEAMS /COLUMNS/ELEVATED SLABS ._- 1 -1/2'
FORMED FACES IN CONTACT W/EARTH__ - -2'
UNFORMED FACES __ 3'
1) ALL CONCRETE WORK IN ACCORDANCE WITH 'SPECIFICATIONS FOR STRUCTURAL CONCRETE' (ACI- 301 -99)
REINFORCING STEEL NOTES
1) REINFORCING STEEL fy = 60000 P.S.I. Fs = 24,000 P.S.I. Es = 29,000,000 P.S.I.
Em = 1,350,000 P.S.I. N = Es/-r-m = 21.48
2) REINFORCING STEEL SHALL CONFORM TO ASTM A -615 GRADE 60. REINFORCING STEEL SHALL BE DETAILED AND
FABRICATED ACCORDING TO THE 'MANUAL OF STANDARD PRACTICE FOR DETAILING REINFORCED CONCRETE
STRUCTURES'. HOOK ALL DISCONTINUOUS TOP REINFORCING.
3) TIE BEAMS 4 FOOTINGS SHALL BE CONTINUOUS REINFORCEMENT, PROVIDED BY LAPPING SPLICES NOT LESS THAN 30'.
CONTINUITY SHALL BE PROVIDED AT ALL CORNERS BY BENDING 2 BARS FROM EACH DIRECTION AROUND THE
CORNER 30' (SAME SIZE AND QUANTITY).
4) EXTEND BEAM BOTTOM BARS 8' PAST ALL OPENINGS ON BOTH SIDES.
5) CONTINUITY AT COLUMNS SHALL BE PROVIDED BY CONTINUING HORIZONTAL REBARS THRU COLUMNS OR BY
BENDING HORIZONTAL REINF. INTO COLUMNS A DISTANCE OF 30'.
6) HOOK TOP OF VERTICAL BARS IN ALL TERMINATING COLUMNS 2' BELOW TOP OF SLAB AND 3' BELOW
TOP OF THE BEAM.
STRUCTURAL STEEL
I. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING GRADES:
A. ALL WF, ANGLE, BASE PLATES, CONN. PLATES (UON) --- ASTM A36 (Fy =36 KSI)
B. STRUCTURAL TUBE----------- - - - - -- -ASTM A500, GRADE B (Fyy-46 KSI)
C. STEEL PIPE---------------- - - - - -- -ASTM A53, GRADE B (FY =33 KSU
2. GROUT FOR COLUMN BASE PLATES SHALL BE NON - METALLIC NON SHRINK
GROUT SUCH AS MASTER FLOW 113, AS MANUFACTURED BY M45TER BUILDERS
OR APRROVED EQUAL.
3. ALL WELDING SHALL CONFORM TO THE REQUIREMENTS OF 'THE STANDARD CODE
FOR WELDING IN BUILDING CONSTRUCTION' OF THE AMERICAN WELDING SOCIETY.
ALL WELDING SHALL BE PERFORMED BY CERTIFIED WELDERS USING E10 -XX
ELECTRODES.
REINFORCED MASONRY NOTES
1) PROVIDE CLEANOUT OPENING AT THE BOTTOM OF REINFORCED MASONRY CELLS THAT ARE BEING
FILLED TO ENSURE THAT THE CELL IS FILLED. PROVIDE WEEP HOLES AT 1/3 AND 2/3 OF SPAN
2) ALL BLOCK MASONRY WALLS SHALL HAVE 9 GAAGE HORIZONTAL REINFORCEMENT ' DUR -O -WALL LADDER TYPE
SPACED 16' ON CENTER USE PREFABRICATED CORNERS AND TEES BY 'DUR -O -WALL AT CORNERS AND JUNCTIONS OF
WALLS MASONRY UNITS SHALL BE 2 CELL HOLLOW UNITS CON, FORMING TO A.5.T11. C -90 WITH COMPRESSIVE STRENGTH
OF F'c =1900 P.S.I. ON THE NET GROSS - SECTIONAL AREA AND HALL BE LAID IN RUNNING BOND.
3) MORTAR SHALL COMPLY WITH A.S.T.M. 210
MORTAR TYPE S. F'm =1,500 PSI
4) WHERE ANCHOR BOLTS ARE SET IN MASONRY WALL, FILL TWO BLOCK CELLS WITH GROUT m ANCHOR BOLT LOCATIONS
5) GROUT USED IN THE WORK SHALL CONFORM TO ASTM C416 WITH A SLUMP MIIX OF 8' TO 11', PROVIDE GLEANOUT AND
INSPECTION HOLES AT FILLED CELLS AT BOTTOM COURSE.
CONTRACTOR TO CONSOLIDATE GROUT LIFTS WITH 3/4' VIBRATOR
(o) POUR GROUT IN LIFTS NOT TO EXCEED 4'
1) GROUT USED IN THE WORK SHALL OBTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS.
GROUT SHALL COMPLY WITH A.S.TM. 0416.
WIND DESIGN LOADS
WIND DESIGN PER ASCE 1 -10 (ALLOWABLE STRESS DESIGN)
ROOF DESIGN LOADS:
MEAN ROOF HEIGHT ± 15' -2'
SPI JOIST SYSTEM DEAD LOAD:.. -___ 51 PSF
WIND DESIGN SPEED 115 MPH
SI DEAD LOAD:.- _... -._ 10 PSF
PROVIDE 24 BAR DIA. MIN.
LIVE LOAD: - -_ 30 PSF
EXPOSURE CATEGORY _ ___w__ _ C
1/3 OF SPANS WHERE REQUIRED.
STRUCTTRAL CATEGORY _.____ _.__ _ II
OF GREATER OF
GCPI ___..__ -.._M l + / -) 0.18
CL. CIRCU HOOK. N
Kd
3 L1 OR 1/3 L
SHOP DRAWINGS
PRIOR TO ANY FABRICATION, SHOP DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW.
SHOP DRAWINGS ARE REQUIRED, BUT NOT LIMITED TO, FOR THE FOLLOWING:
I. STRUCTURAL STEEL 3. DECORATIVE OVERHANGS /LOUVERS
2. FOR'1WORK/SHORING/RESHORING 4. PRE FAB STEEL JOIST
STRUCTURAL DESIGN CRITERIA
1) THE DESIGN COMPLIES WITH THE REQUIREMENTS OF THE FBC AND OTHER REFERENCED CODES
AND SPECIFICATIONS. ALL CODES AND SPECIFICATIONS SHALL BE LATEST EDITION AT TIME OF PERMIT.
APPLICABLE CODES:
A: FLORIDA BUILDING CODE 2010 EDITION.
B: A.C.I. 318 -08 REINFORCED CONCRETE
C: REINFORCED MASONRY BY A.G.I. 530 -08 AND
E: WIND ANALYSIS AND DESIGN PER A.S.G.E.1 -10.
SOIL COMPACTION NOTES
I. REMOVE ALL VEGETATION, TOPSOIL, AND ORGANIC MATERIAL w/ IN THE CONSTRUCTION FOOTPRINT AREA PLUS
FIVE (5) FEET OUTSIDE THE FOOTPRINT. THE AREA UNDER FOOTINGS, FOUNDATIONS, AND CONCRETE SLABS ON
GRADE SHALL HAVE ALL VEGETATION, STUMPS, ROOTS, AND FOREIGN MATERIALS REMOVED PRIOR TO
PLACEMENT OF FILL.
2. COMPACT THE CLEARED AREA TO A MINIMUM COMPACTION OF 95 PERCENT OF THE DRY SOIL DENSITY AS
DETERMINED BY THE MODIFIED PROCTOR TEST -ASTM D -1551 PRIOR TO PLACEMENT OF ANY ADDITIONAL
FILL REQUIRED.
3. FILL AND COMPACT THE CLEARED AREAS IN LIFTS NOT GREATER THAN 12 INCHES OF LOOSE THICKNESS TO
ELEVATE TO THE REQUIRED GRADE. FILL MATERIAL FOR AREAS IN SUPPORT OF FOOTINGS IS TO BE A MIXTURE
OF LIi IEROCK AND SAND, FREE OF VEGETATION, ORGANIC MATERIAL, CONSTRUCTION DEBRIS, AND LARGE ROCKS.
IF SUFFICIENT COMPACTIBILITIES EXIST, SOILS MAY BE PLACED AND COMPACTED IN GREATER LIFT
THICKNESSES. FILL MATERIAL FOR SLAB ON GRADE AREAS MAY BE CLEAN SAND, FILLED AND COMPACTED IN
LIFTS NOT GREATER THAN 12 INCHES OF LOOSE MATERIAL.
4. COMPACT EACH LIFT TO A MINIMUM COMPACTION OF 95 PERCENT OF THE DRY SOIL DENSITY AS DETERMINED
BY THE MODIFIED PROCTOR TEST - ASTM D -1551 PRIOR TO PLACEMENT OF ANY ADDITIONAL FILL REQUIRED.
PRIOR TO COMPACTION, THE MOISTURE CONTENT OF EACH LIFT OF FILL MATERIAL SHALL BE ADJUSTED TO
w /IN PLUS/MINUS 2 PERCENT OF THE OPTIMUM MOISTURE AS DETERMINED BY THE MODIFIED PROCTOR
TEST - ASTM D -1551.
5. COMPACTION SHALL BE VERIFIED BY MEANS OF ONE FIELD DENSITY TEST FOR EACH 2500
SQUARE FEET OR FRACTION THEREOF FOR EACH LIFT OF COMPACTED SOIL FOR BUILDING PAD OR SLAB AREA.
ONE FIELD DENSITY TEST WILL ALSO BE REQUIRED FOR EVERY 50 LINEAL FEET OFF EXCAVATED SPREAD
FOOTING, AND EVERY ISOLATED FOOTING EXCAVATION. FIELD DENSITY TESTS SHALL BE PERFORMED AS
PER ASTM D -2922.
FOOTING
TOP BARS (TOP OVER EACH SUPPORT) WHERE BARS DIFFER IN TWO
COL USN SCH D L�L
ADJACENT SPANS AT A COMMON SUPPORT, THE LARGER BARS
SCHEDULED SHALL BE USED.
PROVIDE 24 BAR DIA. MIN.
TOP CONT. (CONTINUOUS TOP BARS) LAP IN MIDDLE
OR TERMINATE ENDS IN
1/3 OF SPANS WHERE REQUIRED.
1 1/2" STANDARD 90 HOOK OR SEMI-
GREATER
OF GREATER OF
GREATER OF 1 1/2"
CL. CIRCU HOOK. N
3 L1 OR 1/3 L
3 L1 OR 1/3 L
L3 OR 1 3 L2 TOP CANTILEVER BARS
A
4 -*5
3 -6 MIN.
\�
3' -6"
MIN.
S -6" MIN.
G
;PLIC DDI
P
3' -6" MIN.
*3 a 8'o.c.
CONCRETE COLUMN
Vc = 3000 psi
-"E" BARS
C3
D
AS SHOWN
8'
8 -*5
MIN
*3 a 8'o.c.
CONCRETE COLUMN
f'c = 3000 psi
THICKEND EDGE
G4
B
8' x 26'
CONT.
8_+5
(3) *5
*3 a 8'o.c.
CONGRETE COLUMN
f'c = 3000 psi
WF36
G5
B
8' x 25'
12"
8_*5
O } > _
p cl)
*3 a 8'cz.
CONCRETE COLUMN
f'c = 3000 psi
C
C6
B
8" x 2-1"
15,x 12 "o.c.
36 DIA LAP
DOTING TYPES
C14 CONT.
36 DIA LAP
f'c = 3000 psi
0
Cl
A
12" x 12'
SPLICE
4 -*6
MIDDLE BARS:
*3 a 8'O.C.
CONCRETE COLUMN
f'c = 3000 psi
TYPE B
CS
_ ALL REINF. STEEL IN SAME
8 x 213'
7B -I
a-0-5
STIRRUP SPACING AS
*3 a 8'o.c.
CONCRETE COLUMN
f'c = 3000 psi
_
C9
LAYER UNLESS OTHERWISE
8' x 28'
g_
SCHEDULED.
*3 a 8'0.c.
CONCRETE COLUMN
f'c = 3000 psi
00
NOTED. PLACE A MAX. OF
AS SHOWN
TB -2
E3
10' -6'
8'o.c.
CONCRETE COLUMN
f'c = 3000 psi
2 BARS PER LAYER IN
COLUMN TYPES:
TYPE -A
*3 HAIRPINS
TIES
TYPE -B
- 2" FIRST STIRRUP SPACED
all
�a �.1
TYPE -D TYPE -E
8" WIDE BEAMS
FROM FACE OF SUPPORT.
NOTES BELOW
T5-3
A
10' -0"
L1
12"
2 - *5
L2
2 -'5
L3
SE B
NOTES:
�I �
YP I C A L BEAM R E I tl ��"
1. "L" INDICATES THE LARGER OF ADJACENT SPANS.
P L A C I DIAGRAM 2. WHERE BOTTOM BARS ARE INDICATED AS CONTINUOUS
WITH ADJACENT SPANS, SPLICES, WHERE NEEDED, SHALL
N. T. S.
BE MADE IN THE END 1/3 OF SPAN WITH 24 DIA. LAP.
MATCH TOP
3. MIDDLE BARS AS SCHEDULED SHALL BE PLACED EACH SIDE OF BEAM.
12"
;r_._ ----------- _- - -- SPLICE BARS AT SUPPORTS W/ 30 BAR DIAM. LAP SPLICES
FOOTING
GCHDL�L
COL USN SCH D L�L
Q
n
+�
DIMENSIONS
REINFORCEMENT
REMARKS
?
r u�
V- TICA
[C: l
A
8' x 12'
A
4 -*5
B
*3 a 8'o.c.
CONCRETE COLUMN
f'c = 3000 psi
C2
G
8' x 16'
6 _-7
*3 a 8'o.c.
CONCRETE COLUMN
Vc = 3000 psi
C3
D
AS SHOWN
8'
8 -*5
MIN
*3 a 8'o.c.
CONCRETE COLUMN
f'c = 3000 psi
THICKEND EDGE
G4
B
8' x 26'
CONT.
8_+5
(3) *5
*3 a 8'o.c.
CONGRETE COLUMN
f'c = 3000 psi
WF36
G5
B
8' x 25'
12"
8_*5
O } > _
p cl)
*3 a 8'cz.
CONCRETE COLUMN
f'c = 3000 psi
C
C6
B
8" x 2-1"
15,x 12 "o.c.
8_*5
DOTING TYPES
*3 a 8'o.c.
CONCRETE COLUMN
f'c = 3000 psi
0
Cl
A
12" x 12'
TYPE -A
4 -*6
B
- .
*3 a 8'O.C.
CONCRETE COLUMN
f'c = 3000 psi
TYPE B
CS
B
8 x 213'
7B -I
a-0-5
15'-2" TO
*3 a 8'o.c.
CONCRETE COLUMN
f'c = 3000 psi
_
C9
B
8' x 28'
g_
*3 a 8'0.c.
CONCRETE COLUMN
f'c = 3000 psi
00
E
AS SHOWN
TB -2
E3
10' -6'
8'o.c.
CONCRETE COLUMN
f'c = 3000 psi
2 -'5
COLUMN TYPES:
TYPE -A
*3 HAIRPINS
TIES
TYPE -B
TYPE -C
all
�a �.1
TYPE -D TYPE -E
FOOTING
GCHDL�L
BOTTOM
?
r u�
_
F
REINFORCEMENT
REMARKS
A
B
0 (L
n
n
REINFORCEMENT
TES
A
8'
CONT.
MIN
C1) '�
-
THICKEND EDGE
WF24
B
24'
CONT.
12"
(3) *5
*5 a 48'o_c.
WALL FOOTING
WF36
B
36"
CONT.
12"
(3) *5
O } > _
p cl)
*5 a 48'o.c.
WALL FOOTING
F1
C
5EE PLAN
12"
*5,a °o.c.
15,x 12 "o.c.
PAD FOOTING
DOTING TYPES
EXISTING CONCRETE
L"
r FOOTING TO REMAIN
0
FOOTIt�f DIAM
A
TYPE -A
.
B
- .
TYPE -C
PROVIDE 'S BARS a 12'cr-
TYPE B
LOCATED a TOP 4 BTM OF
FOOTING INTO EXISTING FOOTING.
7B -I
EMBEDMENT 6' u /HILTI HIT HY
15'-2" TO
200 EPDXY SYSTEM
NOTES: PROVIDE 2'5 CORNER BARS X 30" LONG EA. WAY.
a ALL CONTINUOUS WALL FOOTING CORNERS.
2'5
w/ 30" SPLICE EACH DIR
REFER TO TIE
BEAM SCHEDULE
FOR CONTfNUOU5
RE INFORCEMENT.
REFER TO TIE
BEAM SCHEDULE
FOR CONTINUOUS
REINFORCEMENT.
`-2 #5 FILLED CELLS
e TIE BEAM ELEVATION
CHANGE.
TYPICAL TIE BEAM ELEVATION
CHANGE DETAIL
SCALE: N.T.S.
AA
A ^AI lnr MI Irl A IA/AI 1 LJf%n17nA1TA1
2 # 5 CORNER BARS
ONE TOP ONE BOTTOM
OUTSIDE FACE OF BEAM,
BENT 30- EACH WAY @ ALL
CORNERS TYPICAL.
4 # 3 STIRRUPS
((� 112" O.C. BALANCE
tT3 @ 48' O.C. (U.O.N.)
WALL TIE BEAM
SEE PLAN
CORNER REINFORCING
DETAIL FOR ALL TIE BEAMS
SCALE: N.T.S.
8" X 8"X 16" CONCRETE
Ol MASONRY UNITS
8"x 8"x 16" CONCRETE
)NRY UNITS
a =5' -O"
a =5' -O"
a =5' -0" a =5' -O„
3 O 3
O O O
3 O 3
ROOF UPLIFT PRESSURES
ZONE 1 - 36.16 PSF
ZONE 2 43.51 PSF
ZONE 3 w..__.__ _ ._ - 4351 PSF
rs."rs.1 -FAT
TYP.COLUMN SPLICE DETAIL
9 GAUGE DUR -O -WALL HORIZONTAL
REINFORCEMENT EVERY OTHER COURSE
(LADDER TYPE)
TYP. MASONRY WALL DETAILS
SCALE: N.T.S.
9 GAUGE DUR -O -WALL HORIZONTAL
REINFORCEMENT EVERY OTHER COURSE
(LADDER TYPE)
EXTEND DUR -O -WALL 4"
INTO CONCRETE COLUMN
AT BOTH SIDES
TYP MASONRY WALL DETAIL AT COLUMN
SCALE: N.T.S.
a =5' -0"
a =5' -0"
GREE ACI
N TOP OF BEAM (TYP.)
Alex Kon dr a t & Associates.-Inc.
Alex Kondr at - P.E. #58086 �`�X KOND
10305 NW 41 Street, Suite 124 ��` �, . ''.G NS
Dor al, Florida 33178
Ph. (305) 387 -5770 Fax. (305) 3t1-- i 69 N p
W -
•
Q STATE OF •• C(/
SS /ONAL
esi n - inc.
p.o. box 14.2116
coral gables, florida
33114.2116
v. 305.443.3100
f. 305.259.3986
e. info @whadesign.com
architect of record:
William Arthur
License Number. 0012074
design associate:
bFORD
These plans and specifications are
the exclusive property of W 4A
Design. Any reproduction,
modification, disclosure, and /or use
of these materials (or any portion
thereof) without INHA Design's prior
written consent is strictly prohibited.
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project history:
AD ARCH REV. 11/13/14
Q REV. 11/25/14
project information:
date:
01/20/14
project number:
13 -20
sheet title:
NOTES
sheet number
S3
file:
sl .dwg
REINFORCEMENT
IL
_W z
C1
W
# 3 TIES
REMARKS
Q
O } > _
p cl)
+�-
_
(L
p
►-
W
W
CO
L"
0
m
7B -I
A
15'-2" TO
8'
12'
*5
_
2 -*5
*3 a 46' O.G.
TIE BEAM. MATCH T.O
BEAM w/ ROOF SLOPE
TB -2
E3
10' -6'
8'
IC '
j2-
*5
2 -'5
2 -*5
"3 '° 6' O.C.
SE BEAM
NOTES BELOW
T5-3
A
10' -0"
8'
12"
2 - *5
_
2 -'5
*3 a 48' O.G.
SE B
NOTES BELOW
TB -4
A
MATCH TOP
8'
12"
2 -*5
_
2 -'S
*3 a 48' O.C.
TIE BEAM
OF ROOF
SEE NOTES BELOW
TB -4A
B
MATCH TO
8'
24
2 -*5
2 -"5
2 -'S
"3 a 48'
TIE BEAM
OF ROOF
SEE NOTES BELOW
B -1
A
10' -0"
S
22"
2 -*5
-
2 -'5
"3 a 8" O.C.
CONCRETE BEAM
F'c =3000 PSI
B -2
A
II' -0'
8'
24"
2 -*5
-
2 -"'1
"3 a 8' O.G.
CONCRETE BEAM
F'c =3000 PSI
E3E�
T `r�E5
WIDTH
WIDTH
X
TYPE -A
TYPE -B
CONCRETE BEAM NOTES:
1. GONTRAGTOR TO REVIEW AND ALL BEAM ELEVATIONS W /ARCHITECTURAL PRIOR TO CONCRETE PLACEMENT.
2. TIE BEAMS SHALL HAVE (4) * 3 TIES SPADED a 12" OC a ALL CORNERS EACH WAY AND 48" OG REMAINDER.
3. PROVIDE
(2) * 5x 60" CORNER BARS BENT 30" EACH WAY a ALL CORNERS 4 INTERSECTIONS.
2'5
w/ 30" SPLICE EACH DIR
REFER TO TIE
BEAM SCHEDULE
FOR CONTfNUOU5
RE INFORCEMENT.
REFER TO TIE
BEAM SCHEDULE
FOR CONTINUOUS
REINFORCEMENT.
`-2 #5 FILLED CELLS
e TIE BEAM ELEVATION
CHANGE.
TYPICAL TIE BEAM ELEVATION
CHANGE DETAIL
SCALE: N.T.S.
AA
A ^AI lnr MI Irl A IA/AI 1 LJf%n17nA1TA1
2 # 5 CORNER BARS
ONE TOP ONE BOTTOM
OUTSIDE FACE OF BEAM,
BENT 30- EACH WAY @ ALL
CORNERS TYPICAL.
4 # 3 STIRRUPS
((� 112" O.C. BALANCE
tT3 @ 48' O.C. (U.O.N.)
WALL TIE BEAM
SEE PLAN
CORNER REINFORCING
DETAIL FOR ALL TIE BEAMS
SCALE: N.T.S.
8" X 8"X 16" CONCRETE
Ol MASONRY UNITS
8"x 8"x 16" CONCRETE
)NRY UNITS
a =5' -O"
a =5' -O"
a =5' -0" a =5' -O„
3 O 3
O O O
3 O 3
ROOF UPLIFT PRESSURES
ZONE 1 - 36.16 PSF
ZONE 2 43.51 PSF
ZONE 3 w..__.__ _ ._ - 4351 PSF
rs."rs.1 -FAT
TYP.COLUMN SPLICE DETAIL
9 GAUGE DUR -O -WALL HORIZONTAL
REINFORCEMENT EVERY OTHER COURSE
(LADDER TYPE)
TYP. MASONRY WALL DETAILS
SCALE: N.T.S.
9 GAUGE DUR -O -WALL HORIZONTAL
REINFORCEMENT EVERY OTHER COURSE
(LADDER TYPE)
EXTEND DUR -O -WALL 4"
INTO CONCRETE COLUMN
AT BOTH SIDES
TYP MASONRY WALL DETAIL AT COLUMN
SCALE: N.T.S.
a =5' -0"
a =5' -0"
GREE ACI
N TOP OF BEAM (TYP.)
Alex Kon dr a t & Associates.-Inc.
Alex Kondr at - P.E. #58086 �`�X KOND
10305 NW 41 Street, Suite 124 ��` �, . ''.G NS
Dor al, Florida 33178
Ph. (305) 387 -5770 Fax. (305) 3t1-- i 69 N p
W -
•
Q STATE OF •• C(/
SS /ONAL
esi n - inc.
p.o. box 14.2116
coral gables, florida
33114.2116
v. 305.443.3100
f. 305.259.3986
e. info @whadesign.com
architect of record:
William Arthur
License Number. 0012074
design associate:
bFORD
These plans and specifications are
the exclusive property of W 4A
Design. Any reproduction,
modification, disclosure, and /or use
of these materials (or any portion
thereof) without INHA Design's prior
written consent is strictly prohibited.
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project history:
AD ARCH REV. 11/13/14
Q REV. 11/25/14
project information:
date:
01/20/14
project number:
13 -20
sheet title:
NOTES
sheet number
S3
file:
sl .dwg