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GENERAL CONSTRUCTION NOTES GRID (TYP.)
MASON
CONCRETE
PROVIDED
BLOCK UNITS SHALL CONFORM TO FLORIDA CONCRETE AND PRODUCTS
EQUAL
SHALL BE A MIX DESIGNED IN ACCORDANCE WITH A.C.I. 301 (LATEST EDITION)
ASSOCIATION SPECIFICATION "CM -1" AND TO A.S.T.M. C90, GRADE N TYPE II.
—61
TO ACHIEVE A 28 —DAY COMPRESSIVE STRENGTH AS FOLLOWS:
MAXIMUM LINEAR SHRINKAGE FOR BLOCK UNITS USED FOR EXTERIOR WALL
—92
—76
SHALL NOT EXCEED .032 � . MORTAR SHALL CONFORM TO
—128
FOOTINGS &GRADE BEAMS ........................... ..........................4,000 P.S.I.
A.S.T.M. C270, TYPE 'S' (1,800 P.S.I.)
CLASS
B
COLUMNS........................... ............................... ..........................6,000 P.S.I.
Ld
CLASS
»A»
FIRST FLOOR SLAB ON GRADE ........................ ..........................3,000 P.S.I.
STANDARD NO. 9 TRUSS DESIGN "DUR —O —WAL" OR ENGINEER — APPROVED EQUAL
W
ELEVATOR PIT & SHEAR WALL PEDISTAL ........ ..........................6,000 P.S.I. Q
SHALL BE PROVIDED EVERY 2ND BLOCK COURSE (1' -4 VERTICALLY) FOR EXTERIOR
4
ELEVATED PRECAST DOUBLE TEES, SLABS & BEAMS ..............6,000 P.S.I.
UNREINFORCED MASONRY WALLS AND LADDER TYPE FOR REINFORCED MASONRY
22
ALLOTHER ......................... ............................... ..........................4,000 P.S.I.
»
Q 14 GAUGE DOVETAIL ANCHORS (5i LONG) AND INSERTS SHALL BE USED
10
MAXIMUM WATER /CEMENT RATIO SHALL BE AS FOLLOWS:
EVERY 2ND BLOCK COURSE AT BLOCK TO PRECAST MEMBER INTERSECTIONS.
C.J.
FOR 4,000 P.S.I. CONCRETE .......................0.55
NON —LOAD— BEARING MASONRY WALLS SHALL BE HELD CLEAR OF OVERHEAD
22
FOR 6,000 P.S.I. CONCRETE ....................... 0.5
SLABS AND BEAMS UNTIL DEFLECTION DUE TO APPLIED LOADS AND SHORE
16
SLUMP TO BE 4" f 1"
REMOVAL ABOVE HAS OCCURRED. AFTER UPPER WALL HAS BEEN PLACED ON
19
ALL CONCRETE SHALL CONTAIN AN ENGINEER — APPROVED A.S.T.M.
SLAB OR BEAM ABOVE, LOWER NON —LOAD BEARING MASONRY WALL SHALL BE
36
C494 TYPE 'D' ADMIXTURE (WATER— REDUCING RETARDER).
GROUTED TIGHT BELOW MEMBER.
CU
CONCRETE IN ELEVATOR PIT WALLS AND RETAINING WALLS TO HAVE LIQUID
APPLIED MEMBRANE AND PROTECTION BOARD IN ACCORDANCE W /PROJECT
GROUTING OF BLOCK CELLS SHALL BE A CONTINUOUS OPERATION IN LIFTS
12
22
NOT EXCEEDING 4 FEET WITH MAXIMUM POUR HEIGHT OF 12 FEET.
19
SPECIFICATIONS.
20
26
TRANSPORTATION, PLACING, AND CURING OF CONCRETE SHALL COMPLY WITH
GROUT SHALL CONFORM TO A.S.T.M. C -476 SPECIFICATIONS W/ F'c =3,000 P.S.I.
17
A.C.I. 318 BUILDING CODE (LATEST EDITION).
AND SLUMP 9" t 1" MIX TO ENGINEER'S OFFICE FOR REVIEW. TESTING SHALL
"SAMPLING
23
15
BE DONE FOLLOWING A.S.T.M. C1019 AND TESTING GROUT."
W
ALL CONCRETE STRUCTURAL COMPONENTS SHALL HAVE CONCRETE STRENGTH
TESTED IN ACCORDANCE WITH A.S.T.M. STANDARDS, SOUTH FLORIDA
QGROUT BLOCK CELLS ADJACENT TO ALL MASONRY OPENINGS.
26
BUILDING CODE AND ACI 318 (LATEST EDITION). TEST CYLINDERS MUST BE TAKEN
TESTING OF BLOCK TO BE DONE FOLLOWING A.S.T.M. C140 "SAMPLING AND TESTING
14
EVERY 50 CUBIC YARDS OF CONCRETE PRIOR TO PLACEMENT. TESTING LAB
OF CONCRETE MASONRY UNITS ". BLOCK PRISM STRENGTH F'm TO BE 1,500 P.S.I.
7
SHALL PROVIDE COPIES OF CONCRETE TESTS RESULTS TO ENGINEERS
OFFICE FOR REVIEW.
TESTING LAB SHALL PROVIDE COPIES OF MASONRY TESTS RESULTS TO
SEE DETAIL
CONCRETE MIX DESIGN SHALL BE SUBMITTED TO ENGINEER'S OFFICE FOR
ENGINEER'S OFFICE FOR REVIEW.
17
REVIEW.
FOR HIGH LIFT GROUTING OF MASONRY CELLS, CLEAN —OUTS SHALL BE
27
PROVIDED
WIND FORCES
ASCE 7/02
V =146 MPH
0 1 = 1.0
"a" = 13.7'
Q 2
FILLER UND
CONCRETE SLABS ON FILL PROVIDE SPACERS AT THE TOP, INTERMEDIATE, BOTTOM AND BASE OF WALLS COLUMNS (TYP.)
FILL SHALL BE PLACED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE TO KEEP VERTICAL REINFORCING CENTERED IN BLOCK CELLS. TYPICAL SLAB ON GRADE JOINT DETAIL
GEOTTEECHINICAL ENGINEERING CONCRETE CAN BE PBLACED AS DESCRIBED BELOW. ALL MASONRY WORK SHALL CONFORM TO ACI 530 /ASCE 5 N.T.S.
JULY 26, 2002. STANDARDS, LATEST EDITION. NOTE: POUR SLAB IN PANELS AS SHOWN IN ALTERNATING 'SEQUENCE.
WELDIN
FILL MATERIAL SHALL BE SUBMITTED FOR TESTING TO AND APPROVED BY THE 15' MAXIMUM SPACING
ALL WELDING TO BE DONE BY CERTIFIED WELDERS. WELDING SHALL BE MADE
THE CONCRETE FOR ELEVATOR WALLS BELOW GRADE SHALL BE INTEGRALLY WITH E70 ELECTRODES AND CONFORM TO THE CURRENT RECOMMENDATIONS
DAMP — PROOFED WITH 'HYDRATITE LIQUID' OR ENGINEER — APPROVED EQUAL, OF THE A.I.S.C. AND THE AMERICAN WELDING SOCIETY.
IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
COLUMNS, BEAMS, WALLS OR ANY OTHER STRUCTURAL MEMBER PENETRATING BARRIER CABLES JOINT SEALING _
SLABS ON FILL SHALL BE ISOLATED BY PRE - MOLDED JOINT FILLER (1/2" CABLE SHALL BE LOW RELAXATION UNBOUNDED 7 WIRE STRANDED (1 "0) COMPOUND _
THICK) COMPLYING WITH . A.S.T.M. D1752, TYPE 1. CONFORMING TO A.S.T.M. A416, GRADE 270. CABLES SHALL BE EPDXY COATED.
HIN
REINFORCING IN SLABS ON FILL SHALL BE AS NOTED IN PLANS, AND PRE - STRESSING WIRE OR STRAND SHALL BE CLEAN AND FREE FROM
PLACED IN ACCORDANCE WITH "REINFORCING STEEL" AND "WELDED WIRE CORROSION. `,, ;fs_, ±` • N '` `''' '
FABRIC" SECTIONS OF THESE GENERAL NOTES.
RECORDS SHALL BE KEPT OF ALL JACKING FORCES.
PROVIDE 6 MIL VISQUEEN VAPOR BARRIER UNDER ALL SLABS (UNLESS EXPANSION JOINT
OTHERWISE NOTED ON PLANS). SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED MATERIAL
BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA TO THE ISOLATION 0 LATI 0 N J
WELDED WIRE FABRIC ENGINEER OF RECORD FOR APPROVAL BEFORE CONSTRUCTION. 0 I NT
SHALL CONFORM TO A.S.T.M. A185 (LATEST EDITION), AND BE SUPPORTED ON SHOP DRAWINGS
SLAB BOLSTERS SPACED AT 3' -0 C /C. WIRE TO BE 6 "X6 ", W4 X W4. W.W.F. Q2
ALL REINF. STEEL, STRUCTURAL STEEL AND PRECAST CONCRETE SHOP
REINFORCING STEEL DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW, SAW CUT
PRIOR TO ERECTION. SUBMIT ONE PAPER SEPIA (TO BE RETURNED) AND ONE 1/4 D MIN.
SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE, AND BLUELINE PRINT. (CERTIFIED MILL TESTS ARE ALSO REQUIRED) A
CONFORMING TO A.S.T.M. A615 GRADE 60.
PRECAST CONCRETE AND STRUCTURAL STEEL SHOP DRAWINGS AND CALCULATIONS
ALL ACCESSORIES SHALL HAVE UPTURNED LEGS, AND BE PLASTIC DIPPED SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN
THE STATE OF FLORIDA.
AFTER FABRICATION. ACCESSORIES FOR REINFORCING SHALL BE INSTALLED ��`'- �"�"� "r''��- "
IN ACCORDANCE WITH A.C.I. 315 CURRENT EDITION. ,�
ALL WORK 12 " (TYP.)
ALL PLACEMENT OF REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE
MANUAL OF STANDARD PRACTICE OF THE CONCRETE REINFORCING STEEL INSTITUTE. DESIGN CONFORMS TO THE REQUIREMENTS OF THE FLORIDA BUILDING CODE "0 SMOOTH COA�1- THIS HALF OF DOWEL
(CURRENT EDITION). DOWELS O 36"O. C. WITH LUBRICANT TO PREVENT
SUPPORT BARS SHALL BE #5 OR GREATER, AND NOT SPACED MORE THAN BONDING W/ CONCRETE
FOUNDATIONS
4' -0" O.C. SUPPORT BARS AND ENDS OF MAIN REINFORCING SHALL NOT
EXTEND MORE THAN 1' -6" PAST OUTERMOST CHAIR OR SUPPORT BAR. SHALL BE SPREAD AND CONTINUOUS FOOTINGS. FOOTINGS SHALL BE PLACED CONSTRUCTION J 0 I NT (C.S.J.)
A DIRECTLY UPON THE NATIVE LIMESTONE ROCK FORMATION FOR AN ALLOWABLE
MINIMUM OF 3 SUPPORT BARS AND 3 INDIVIDUAL HIGH CHAIRS FOR EACH
BEARING CAPACITY OF 6,000 POUNDS PER SQUARE FOOT ( PSF). IN ACCORD CE SAW CUT
SUPPORT BAR SHALL BE PROVIDED FOR TOP REINFORCING. WITH THE WINGERTER LABORATORIES INC FOUNDATION REPORT DATED � 1/4 D MIN.
CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS: JULY 26, 2002. ,
" GEOTECHNICAL ENGINEER SHALL INSPECT THE SOIL CONDITIONS PRIOR TO
FOOTINGS .............. ............................... 3 FOUNDATION ..k,, ,. , #•- =,F.;,,:,: -,,,:
THE PLACEMENT OF ANY
AND STATE THAT THERE IS COMPLIANCE
INTERIOR SLABS .................................. WITH ABOVE GIVEN SOIL CRITERIA.
EXTERIOR SLABS AND BALCONIES
EXPOSED TO WEATHER ..................... 1
" DESIGN LIVE LOADS
BEAMS ................... ............................... 1 (TO STIRRUPS) . .. //. //. ..
COLUMNS ............... ............................... 11* (TO TIES) ROOF STAIR /ELEVATOR TOWER .............................. 30 P.S.F.
FLOOR ......................................... .............................50 P.S.F. CONTROL J 0 I NT (C.J.)
RETAINING WALLS .. ............................... 2" MINIMUM (SEE PLANS)
1 ,
V�
C)
CL
°� cn
1
FOOTING
TYPICAL
FOOTING
3/4" = 1' -0"
)nents and Claddin
EQUAL
EQUAL
50 <A <100
100 <A
—61
—56
C.J.
—92
—76
—66
—128
—92
—66
CLASS
B
Lc
Ld
CLASS
»A»
CLASS
»B»
Lc
W
CLASS
"A"
CLASS
"B"
4
15
11
22
1 29
15
10
19
25
C.J.
9
17
22
15
9
16
21
5
19
(4
N
36
W
U
CU
U
19
12
22
C.J.
19
12
20
26
6
23
17
33
43
23
15
29
W
23
1 14
26
1 33
23
14
I.J. (TYP.)
31
7
27
20
SEE DETAIL
63
27
17
42
C.J.
27
16
38
PROVIDE" JOI
27
16
WIND FORCES
ASCE 7/02
V =146 MPH
0 1 = 1.0
"a" = 13.7'
Q 2
FILLER UND
CONCRETE SLABS ON FILL PROVIDE SPACERS AT THE TOP, INTERMEDIATE, BOTTOM AND BASE OF WALLS COLUMNS (TYP.)
FILL SHALL BE PLACED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE TO KEEP VERTICAL REINFORCING CENTERED IN BLOCK CELLS. TYPICAL SLAB ON GRADE JOINT DETAIL
GEOTTEECHINICAL ENGINEERING CONCRETE CAN BE PBLACED AS DESCRIBED BELOW. ALL MASONRY WORK SHALL CONFORM TO ACI 530 /ASCE 5 N.T.S.
JULY 26, 2002. STANDARDS, LATEST EDITION. NOTE: POUR SLAB IN PANELS AS SHOWN IN ALTERNATING 'SEQUENCE.
WELDIN
FILL MATERIAL SHALL BE SUBMITTED FOR TESTING TO AND APPROVED BY THE 15' MAXIMUM SPACING
ALL WELDING TO BE DONE BY CERTIFIED WELDERS. WELDING SHALL BE MADE
THE CONCRETE FOR ELEVATOR WALLS BELOW GRADE SHALL BE INTEGRALLY WITH E70 ELECTRODES AND CONFORM TO THE CURRENT RECOMMENDATIONS
DAMP — PROOFED WITH 'HYDRATITE LIQUID' OR ENGINEER — APPROVED EQUAL, OF THE A.I.S.C. AND THE AMERICAN WELDING SOCIETY.
IN ACCORDANCE WITH MANUFACTURER'S RECOMMENDATIONS.
COLUMNS, BEAMS, WALLS OR ANY OTHER STRUCTURAL MEMBER PENETRATING BARRIER CABLES JOINT SEALING _
SLABS ON FILL SHALL BE ISOLATED BY PRE - MOLDED JOINT FILLER (1/2" CABLE SHALL BE LOW RELAXATION UNBOUNDED 7 WIRE STRANDED (1 "0) COMPOUND _
THICK) COMPLYING WITH . A.S.T.M. D1752, TYPE 1. CONFORMING TO A.S.T.M. A416, GRADE 270. CABLES SHALL BE EPDXY COATED.
HIN
REINFORCING IN SLABS ON FILL SHALL BE AS NOTED IN PLANS, AND PRE - STRESSING WIRE OR STRAND SHALL BE CLEAN AND FREE FROM
PLACED IN ACCORDANCE WITH "REINFORCING STEEL" AND "WELDED WIRE CORROSION. `,, ;fs_, ±` • N '` `''' '
FABRIC" SECTIONS OF THESE GENERAL NOTES.
RECORDS SHALL BE KEPT OF ALL JACKING FORCES.
PROVIDE 6 MIL VISQUEEN VAPOR BARRIER UNDER ALL SLABS (UNLESS EXPANSION JOINT
OTHERWISE NOTED ON PLANS). SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS SHALL BE SUBMITTED MATERIAL
BY A PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA TO THE ISOLATION 0 LATI 0 N J
WELDED WIRE FABRIC ENGINEER OF RECORD FOR APPROVAL BEFORE CONSTRUCTION. 0 I NT
SHALL CONFORM TO A.S.T.M. A185 (LATEST EDITION), AND BE SUPPORTED ON SHOP DRAWINGS
SLAB BOLSTERS SPACED AT 3' -0 C /C. WIRE TO BE 6 "X6 ", W4 X W4. W.W.F. Q2
ALL REINF. STEEL, STRUCTURAL STEEL AND PRECAST CONCRETE SHOP
REINFORCING STEEL DRAWINGS SHALL BE SUBMITTED TO THE STRUCTURAL ENGINEER FOR REVIEW, SAW CUT
PRIOR TO ERECTION. SUBMIT ONE PAPER SEPIA (TO BE RETURNED) AND ONE 1/4 D MIN.
SHALL BE DEFORMED BARS, FREE FROM LOOSE RUST AND SCALE, AND BLUELINE PRINT. (CERTIFIED MILL TESTS ARE ALSO REQUIRED) A
CONFORMING TO A.S.T.M. A615 GRADE 60.
PRECAST CONCRETE AND STRUCTURAL STEEL SHOP DRAWINGS AND CALCULATIONS
ALL ACCESSORIES SHALL HAVE UPTURNED LEGS, AND BE PLASTIC DIPPED SHALL BE SIGNED AND SEALED BY A PROFESSIONAL ENGINEER REGISTERED IN
THE STATE OF FLORIDA.
AFTER FABRICATION. ACCESSORIES FOR REINFORCING SHALL BE INSTALLED ��`'- �"�"� "r''��- "
IN ACCORDANCE WITH A.C.I. 315 CURRENT EDITION. ,�
ALL WORK 12 " (TYP.)
ALL PLACEMENT OF REINFORCING BARS SHALL BE IN ACCORDANCE WITH THE
MANUAL OF STANDARD PRACTICE OF THE CONCRETE REINFORCING STEEL INSTITUTE. DESIGN CONFORMS TO THE REQUIREMENTS OF THE FLORIDA BUILDING CODE "0 SMOOTH COA�1- THIS HALF OF DOWEL
(CURRENT EDITION). DOWELS O 36"O. C. WITH LUBRICANT TO PREVENT
SUPPORT BARS SHALL BE #5 OR GREATER, AND NOT SPACED MORE THAN BONDING W/ CONCRETE
FOUNDATIONS
4' -0" O.C. SUPPORT BARS AND ENDS OF MAIN REINFORCING SHALL NOT
EXTEND MORE THAN 1' -6" PAST OUTERMOST CHAIR OR SUPPORT BAR. SHALL BE SPREAD AND CONTINUOUS FOOTINGS. FOOTINGS SHALL BE PLACED CONSTRUCTION J 0 I NT (C.S.J.)
A DIRECTLY UPON THE NATIVE LIMESTONE ROCK FORMATION FOR AN ALLOWABLE
MINIMUM OF 3 SUPPORT BARS AND 3 INDIVIDUAL HIGH CHAIRS FOR EACH
BEARING CAPACITY OF 6,000 POUNDS PER SQUARE FOOT ( PSF). IN ACCORD CE SAW CUT
SUPPORT BAR SHALL BE PROVIDED FOR TOP REINFORCING. WITH THE WINGERTER LABORATORIES INC FOUNDATION REPORT DATED � 1/4 D MIN.
CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS: JULY 26, 2002. ,
" GEOTECHNICAL ENGINEER SHALL INSPECT THE SOIL CONDITIONS PRIOR TO
FOOTINGS .............. ............................... 3 FOUNDATION ..k,, ,. , #•- =,F.;,,:,: -,,,:
THE PLACEMENT OF ANY
AND STATE THAT THERE IS COMPLIANCE
INTERIOR SLABS .................................. WITH ABOVE GIVEN SOIL CRITERIA.
EXTERIOR SLABS AND BALCONIES
EXPOSED TO WEATHER ..................... 1
" DESIGN LIVE LOADS
BEAMS ................... ............................... 1 (TO STIRRUPS) . .. //. //. ..
COLUMNS ............... ............................... 11* (TO TIES) ROOF STAIR /ELEVATOR TOWER .............................. 30 P.S.F.
FLOOR ......................................... .............................50 P.S.F. CONTROL J 0 I NT (C.J.)
RETAINING WALLS .. ............................... 2" MINIMUM (SEE PLANS)
1 ,
V�
C)
CL
°� cn
1
FOOTING
TYPICAL
FOOTING
3/4" = 1' -0"
)nents and Claddin
Tributary Area
20 <A <50
50 <A <100
100 <A
—61
—56
—56
—92
—76
—66
—128
—92
—66
0
LEGEND:
A = TRIBUTARY AREA (SQUARE FT )
+ DENOTES PRESSURE ACTING TOWARD SURFACE.
— DENOTES PRESSURE ACTING AWAY FROM SURFACE
INSERT PER
GENERAL NOTES
DOVETAIL ANCHOR
PER GENERAL
AS NOTED ON NOTES
PLANS *RM * **
>yi 12" OR 8" BLOCK -
' WALL PER GENERAL
Q NOTES
°°
0�
PROVIDE" EXP.
JOINT O IND OF
MSA. WALL
ROOF
STAIR,
COLUMN OR WALL N.T.S.
SEE PLANS &
SCHEDULES
\--P OVIDE KWIK -CONII w/
1" EMBEDMENT FOR DOVE -TAIL
INSERTS O 16 O.C. STAGGERED
BETWEEN ANCHORS & DUR -O -WAL
TS -1
TYPICAL MASONRY A2
1601 THICKNED SLAB BLOCK T PRECAST
- q FTG.w/ 2 #5 BOT. CONT.
INTERIOR
DETAIL 0
rrn n�rr�u n�u11�
SAME SIZE AND-/
AS FTG. BOTT. REINF.Q
2
-2#5 BAR
Tno nC mn nun
» 2'-Om
__4
0
FTG. BOTT.
REINF.
TYPICAL STEP FOOTING DETAIL
STAIRS ........ ............................... ............................1 P.S.F. WALL ZONE DIAGRAM ELEVATION
PRECAST CONCRETE WIND ANALYSIS ASCE 7- 02 ..... ............................146 46 M.P.H. (EXPOSURE C) 1 =1.05 NOTE: SAW CUT SLAB JOINT AS SOON AS CONCRETE
COMPONENTS AND CLADDING DESIGN LOADS IS HARD ENOUGH TO WALK ON.
6
1 1/2* = 1' -0" S-
PLAN @ ELEVATOR AND
ROOF PRESSURE DIAGRAM
FIRST
PA
GE
8
I
RM
I
5
I
48
I
SIZE OF
REINFORCED
SIZE
CENTER TO
BLOCK WALL
MASONRY
OF BAR
CENTER SPACING
REINFORCED MASONRY
LEGEND
SPLICE LENGTH SCHEDULE (INCHES)
fc'
3,000 P.S.I.
4,000 P.S.I.
5,000 P.S.I.
6,000 P.S.I.
eus
9�
Lc
Ld
CLASS
A"
CLASS
B
Lc
Ld
CLASS
q
CLASS
B
Lc
Ld
CLASS
»A»
CLASS
»B»
Lc
Ld
CLASS
"A"
CLASS
"B"
4
15
11
22
1 29
15
10
19
25
15
9
17
22
15
9
16
21
5
19
14
28
36
19
12
24
31
19
12
22
28
19
12
20
26
6
23
17
33
43
23
15
29
37
23
1 14
26
1 33
23
14
24
31
7
27
20
48
63
27
17
42
54
27
16
38
49
27
16
34
44
8
30
22
55
72
30
19
48
62
30
18
43
56
30
18
39
51
9
34
25
62
81
34
22
54
70
34
21
48
62
34
21
44
57
10
38
28
69
89
38
24
60
77
38
23
53
69
38
23
49
63
11
42
31
76
98
42
27
66
85 1
42
1 25
59
1 76
42 1
25
1 54
70
1 0%Tr
,vv , L_
1. FOR HORIZONTAL BARS, INCREASE THE SPLICE BY A FACTOR OF 1.3. IF MORE THAN
12" OF CONCRETE IS CAST BELOW THE BARS.
2. FOR TENSION BARS ENCLOSED BY TIES, WITH A SPACING BETWEEN THE BARS BEING SPLICED OF
LESS THEN THE DIAMETER OF THE BAR, INCREASE THE SPLICE BY A FACTOR OF 1.5.
3. FOR TENSION BARS NOT ENCLOSED BY TIES, WITH A SPACING BETWEEN THE BARS BEING SPLICED
OF LESS THAN 2 TIMES THE DIAMETER OF THE BAR, INCREASE THE SPLICE BY A FACTOR
OF 1.5.
Wind Pressure On Exterior Windows & Doors sf
as
NOTE; THE LOCATION OF ALL CONSTRUCTION JOINTS
Negative Pressure
HEIGHTS
ZONES
Tributa Area
A <20
20 <A <50
50 <A <100
100 <A <200
200 <A <500
500<A-
55' -0 "AVG.
4
—66
—63
—61
—56
—53
—51
5
—81
—76
—69
—66
—58
—51
2 Positive Pressure
HEIGHTS
ZONES
Tributa Area
A <20
20 <A <50
50<A <100
100 <A <200
200 <A <500
500 <A
55' -0 "AVG.
4 & 5
61
58
56
51
48
45
N.T.S.
ALL PRECAST MEMBERS TO BE DESIGNED BY PROFESSIONAL ENGINEER REGISTERED SEE TABLE FOR BUILDING EXTERIOR WALL PRESSURES. OAO RE OOl WIND FORCES AS PER ASCE 7/02
IN THE STATE OF FLORIDA FOR LOADS PER SOUTH FLORIDA BUILDING AND /OR SEE TABLE FOR ROOF UPLIFT PRESSURE BASED ON MEAN ROOF HEIGHT OF SLAB ON GRADE JOINT DETAILS IMPACT FEE PAID V = 146 MPH I = 1.0 3
AS SHOWN ON DRAWINGS. 62 FT. EXPOSURE "C" NO INTERNAL PRESSURE
SUBMIT WALL BASE GROUT AND VERTICAL WALL DOWEL SPECIFICATIONS TO THE A
�J
ENGINEER'S OFFICE FOR APPROVAL. SUPERIMPOSED FLOOR DEAD LOAD .............................2 P.S.F. L �� ?.3 "a" = 13.7' A
Q N.T.S. T & BOTT. REINF. CONT. ACROSS 10 IAMI -DAD UNTY
BRACING
THRESHOLD BUILDING NOTE APPROVED
THE FRAME SHALL BE BUILT TRUE AND PLUMB AND TEMPORARY BRACING TO THE BEST OF MY KNOWLEDGE, THESE PLANS (S1 THRU S11) AND SPECIFICATIONS _ ,:..f�.,.;Y: a,, ' {'h° "
BE INTRODUCED WHEREVER NECESSARY TO TAKE CARE OF ALL LOADS F
':.:.';;fi•;s4�rxn7 ,'£"' Air-
SHALL t? �.Vi'",c;s,.r ..:._rr ,•,.. <r.,a'
, r .
COMPLY WITH THE APPLICABLE MI � :- ri.• -ar. '
TO WHICH THE STRUCTURE MAY BE SUBJECTED INCLUDING EQUIPMENT AND E L BLE NIMUM CODE (FLORIDA BUILDING CODE 2004)
OPERATION OF SAME. SUCH BRACING SHALL BE THE RESPONSIBILITY OF x -
-
,.
r,
THE GENERAL CONTRACTOR AND SHALL B LEFT IN PLACE A N A
E L CE SLOG S -
S
f
CAULKING 3 4 CONT. JOINT TO TI E BEAM M ABOVE REQUIRED F OR SAFETY.
HORI ZO NT AL REIN F ORCING ' VERT. REINF. IF R PLAN)
:-
rt°
- •r.:,.. -
-
-
o
- .
,_Ati � `C-
PRECAST STRUCTURES MUST HAVE ERECTION BRACING TO SUSTAIN WIND VELOCITY OF - "� - ` �=
``��ti� --'ri' - „x Y=.,`� :'�- �, °�'s'..��'°.�;':�:'ra�. .:la,t r�. <r „r'9.`j.'4• ^- 4''..- .:.,;,'���.
S�~
75 M.P.H. AND CONTRACTOR SHALL PROVIDE BRACING SHOP DRAWINGS SIGNED AND
-9;,zn gin., ` . d ,, , ,:.k , ;.=' ", :: :aa •'et; > ; ;'s =. ,....x' . ,:.x• Y_ -
SEALED BY PROFESSIONAL ENGINEER REGISTERED IN THE STATE OF FLORIDA. s= .',t ._�, __ 'f..,' .' , ,F <,; : -. > - i; ;> ,,. ; z ,.•.:.,, :°y . y ; :.P: ,. v -:, ,.
STRUCTURAL STEEL ADD GASKET FOR WALLS
CAULKING
NOTE; THE LOCATION OF ALL CONSTRUCTION JOINTS
2
0 SH AR
E WALL 2 10 wide)
de
EXPOSED TO WEATHER & SOIL
SHEAR V
Kips
SHALL BE APPROVED BY THE ENGINEER.
SUM. MOMENT �M )
Foot— Kips
SHALL CONFORM TO A.S.T.M. A36.
CONTROL JOINT IN WALL FOR SHRINKAGE
30' MAX.
Q
SUM. SHEAR C V
)
Kips
SUM. MOMENT (EM)
Foot— Kips
2
STRUCTURAL TUBING SHALL CONFORM TO A.S.T.M. A500 GRADE B (Fy =46 k.s.i.) SEE ARCHITECTURAL DRAWINGS FOR EXPANSS JOI
ION JOINT DETAILS
CONSTRUCTION JOIN T
OF
ANCHOR BOLTS SHALL CONFORM TO A.S.T.M. A307. TYPICAL WALL
A
CONTROL JOINT
STRUCTURAL SLAB OR
B
CONNECTION BOLTS SHA L CONFORM T
L CO 0 0 A.S.T.M. A325N.
283
38' -4"
96
215
N.T.S.
3,591
38' -4"
N.T.S.
�■■�■ ■� p■■iiii
SEMI iiir ii►� -4i
ii■■i■ ■ii■■ii■i 1 1.1 1
ARCHITECTURE INTERIOR DESIGN
285 Sevilla Avem* Coral Gables, Fl 33134
305» 4444433 fax 305.444 -0181
belsouduiet
EMAIL• bcku niano
HERSHELL GILL
(CONSULTING ENGINEERS. INC.(
4601 PONCE DE LEON BLVD.
SUM 350
CORAL GABLES, FL 33146
PROJECT #0607
305 667 -3631
FAX 305 665 -9298
EMAIL haill®bellsouth.net
EB- 0003310
y :•'10 '.
:1�
r...
Proposed New Project
LEGEND:
A2= TRIBUTARY AREA (FT )
�+� DENOTES PRESSURE ACTING TOWARD SURFACE.
—
DENOTES PRESSURE ACTING AWAY FROM SURFACE.
NIND INDUCED MOMENTS AND SHEARS ON PRECAST SHEA ALLIS
FOR GARAGE ALL SHEAR AND MOMENTS ARE SERVICE LOADS
2 S H EARWA LL 1 8c 3
"
18 wide)
2
0 SH AR
E WALL 2 10 wide)
de
FLOOR
ELEV Ft
SHEAR V
Kips
SHEAR
SUM. V )
Kips
SUM. MOMENT �M )
Foot— Kips
F LOOR
SHEAR V )
Kips
SUM. SHEAR C V
)
Kips
SUM. MOMENT (EM)
Foot— Kips
49' -0”
119
119
1,278
49' -0"
26
26
283
38' -4"
96
215
3,591
38' -4"
20
46
784
27' -8"
89
304
6,858
27' -8"
20
68
1,497
17' -0"
128
432
L2YI65
17' -0"
26
92
3,244
—2' -0"
0
432
15,065
—2' -0"
0
92
3,244
NOTES: 1. ALL SHEARS AND MOMENTS SHOWN ARE SERVICE LOADS.
South Miami Retail &Parking Facility
S.W. 73rd Street & 58th Avenue, South Miami, Florida
date 05/26/06
revision
06/08/06
08/10/06
A 10/04/06
sheet title
GENERAL NOTES
project number
drawn by D.M.
Scale: 3/32" =11I
sheet number