05-1333(2)-007REINFORCED CONCRETE NOTES
1) STRUCTURAL CONCRETE SHALL CONFORM WITH ACI -318 IT SHALL REACH A MINIMUM COMPRESSIVE STRENGTH
OF 3000 PSI 0 28 DAYS FOR COLUMNS AND BEAMS AND 2500 PSI 0 28 DAYS FOR SLABS & FOOTINGS.
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. 1 SET OF 5 CYLINDERS FOR EVERY 50 CU. YDS. OF CONCRETE
AS PER ASTM C -94
6) CLEAR COVER FOR REINFORCING BARS SHALL BE:
FOOTINGS ......... ... .... . . . . . .. 3' UNFORMED FACES .... 3'
SLABS ......................... 3/4' FORMED FACES IN
BEAMS /COLUMNS ...... 1 1/2' CONTACT W /EARTH..... 2'
7) ALL CONCRETE WORK IN ACCORDANCE WITH ' SPECIFICATIONS FOR STRUCTURAL
CONCRETE' (ACI- 301 -99)
CODES
APPLICABLE CODES-
A: F.B.C. 2003 REVISON TO THE 2001 EDITION.
B: A.C.I. 318 -02 REINFORCED CONCRETE
C: REINFORCED MASONRY BY A.C.I. 530 -02 AND
THE MASONRY DESIGNERS GUIDE BY T.M.S.402 -02, A.S.C.E.5 -02
E: WIND ANALYSIS AND DESIGN PER A.S.C.E.7 -98.
REINFORCING STEEL NOTES
1) REINFORCING STEEL fy = 60,000 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 /Em = 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. PROVIDE CORNERS WITH 215 X 4' -0' BARS.
SPLICING NOTES
3) TIE BEAMS & 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 GREATER THAN S -0' 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 TIE BEAM.
STRUCTURAL STEEL
1. STRUCTURAL STEEL SHALL CONFORM TO THE FOLLOWING GRADES:
A. ALL WF, ANGLE, BASE PLATES, CONN. PLATES (UON) --- ASTM A36 (Fyy--36 KSI)
8. STRUCTURAL TUBE---------------- - -ASTM A500, GRADE 8 l� y--46 KSl)
C. STEEL PIPE--------------------- - -ASTM A53, GRADE 8 (�F= -A KSI)
2. GROUT FOR COLUMN BASE PLATES SHALL BE NON- METALUC, NON SHRINK
GROUT SUCH AS MASTER FLOW 713, AS MANUFACTURED BY MASTER 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 E70 -XX
ELECTRODES.
WOOD NOTES
1. ROOF DIAPHRAGM SHALL COMPLY WITH THE DESIGN RECOMMENDATIONS OF 'A.P.A. DESIGN / CONSTRUCTION
GUIDE - DIAPHRAGMS' AND THE F.B.C. 2003 REVISION TO THE 2001 EDITION.
2. PLYWOOD ROOF DECKING SHALL BE 5/8' MINIMUM THICKNESS, AND SHALL BE CONTINUOUS OVER TWO
OR MORE SPANS, WITH FACE GRAIN PERPENDICULAR TO THE SUPPORTS .
3. CONNECT PLYWOOD DIAPHRAGM TO STRUCTURE WITH 8d GALVANIZED NAILS, SPACED AT 6'o.c. MAX. AT
EDGES AND AT 6'o.c. ALONG INTERMEDIATE SUPPORTS. 4' o.c. 0 DIAPHRAM BOUNDARY AND 10d NAILS
0 4' OC 0 GABLE ENDS.
4. INSPECTIONS: SHALL COMPLY WITH THE LOCAL BUILDING CODE REQUIREMENTS FOR INSPECTIONS (BY THE MUNICIPALITY,
ARCHITECT OR ENGINEER) OF SPECIFIED COMPONENTS OF THE ROOF STRUCTURE REQUIRING INSPECTIONS.
5. ALL STRUCTURAL LUMBER TO BE SOUTHERN PINE No. 2 OR BETTER.
MINIMUM BENDING STRESS, Fb = 1,200 PSI. SHEAR STRESS Fv=90 PSI. YOUNG'S MODULES, E = 1,500,000 PSI.
SOIL STATEMENT
AFTER VISUAL INSPECTION SOIL CONDITIONS ARE TO BE SAND & ROCK NTH A MIN. BEARING CAPACITY OF 2000 P.S.F.
SHOULD OTHER CONDITIONSOR MATERIALS BE ENCOUNTERED, THE ENGINEER SHALL BE NOTIFIED
PRIOR TO PROCEEDING WITH THE WORK. THE ARCHITECT OR ENGINEER SHALL SUPPLY A LETTER ATTESTING THAT
THE SITE HAS BEEN OBSERVED & FOUNDATION CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE
DESIGN IS BASED ON. SEE F.B.C. 2001 EDITION. CHAPTER 1818.2
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 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 CONFORMING TO A.S.T.M. C -90 WITH COMPRESSIVE STRENGTH
OF 1900 P.S.I. ON THE NET CROSS - SECTIONAL AREA AND SHALL BE LAID IN RUNNING BOND. MORTAR SHALL
BE TYPE "S'
3) MORTAR SHALL COMPLY WITH A.S.T.M. 270
MORTAR SLUMP REQUIRED - - - -- 5' TO 8" TYPE S. f m =1,500 PSI
CONTRACTOR TO CONSOLIDATE GROUT LIFTS NTH 314' VIBRATOR
4) WHERE ANCHOR BOLTS ARE SET IN MASONRY WALL, FILL TWO BLOCK CELLS NTH GROUT 0 ANCHOR BOLT LOCATIONS
5) GROUT USED IN THE WORK SHALL CONFORM TO ASTM C476 WITH A SLUMP MIIX OF 8' TO 11', PROVIDE CLEANOUT AND
INSPECTION HOLES AT FILLED CELLS AT BOTTOM COURSE.
6) POUR GROUT IN LIFTS NOT TO EXCEED 4'
7) GROUT USED IN THE WORK SHALL OBTAIN A MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI IN 28 DAYS.
GROUT SHALL COMPLY WITH A.S.T.M. C476.
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:
1. WOOD TRUSSES AND GIRDERS
2. STRUCTURAL STEEL
3. FORMWORK /SHORING /RESHORING
4. REINFORCING STEEL
5. PRECAST CONCRETE STEEL JOIST FLOOR SYSYTEM.
GENERAL NOTES
1) A SPECIAL INSPECTION BY A FL CERTIFIED ENGINEER OR SPECIAL INSPECTOR, WILL BE RfWJRED FOR ALL ENGINEERED
MASONRY CONSTRUCTION, SOIL COMPACTION AND ROOF TRUSSES OVER 35 LONG OR 6 -0 HIGH.
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 NTH EQUAL OR BETTER, NTH THE APPROVAL
OF ENGINEER OF RECORD.
5) PRIOR TO CONSTRUCTION PROVIDE TERMITE PROTECTION TREATMENT TO SOIL IN
ACCORDANCE WITH "NATIONAL PEST CONTROL ASSOCIATION" STANDARDS
DESIGN LOADS
WIND DESIGN PER ASCE 7 -98
MEAN ROOF HEIGHT ................................... ..............................+ 26' -3'
WIND DESIGN SPEED ............................... ............................... 146 MPH
EXPOSURE CATEGORY ............................. ............................... C
IMPORTANCE FACTOR ............................. ............................... 1.0
Kd............................................................................. ............................... 1.0
BUILDING COEFFICIENT ( ENCLOSED) ... ............................... +/- 0.18
NET UPLIFTS SHOWN HEREIN ARE BASED ON (CROSS UPLIFT)
LESS 10 PSF (DEAD LOAD) PER ASCE COMPONENTS AND CLADDING
ZONES 1 AND 2 & 3.
ZONE1 ............................................................. ............................... -41.07 PSF
ZONE2 & 3 .................................................. ............................... -72.34 PSF
ROOF DESIGN LOAD CALCULATIONS
ROOF DEAD LOAD TOP CHORD .............................. 15 PSF
BOTT CHORD ............................ 10 PSF
ROOF LIVE LOAD ................... I.................... 30 PSF
WOOD TRUSSES
2ND FLOOR DESIGN LOADS
D.L. :..... ............................... 25 P.S.F.
LL: ........ .............................40 P.S.F.
SIDL. ....... ............................... 25 P.S.F.
STAIRS
LIVELOAD: ................................... ............................... 40 PSF
SECOND FLOOR' SYSTEM NOTES
PRECAST CONCRETE STEEL JOIST FLOOR SYSTEM SHALL BE MANUFACTURED IN
ACCORDANCE NTH THE FLORIDA BUILDING CODE 2003 REVISION AND THE
ALL STRUCTURAL STEEL SHALL BE DETAILED, FABRICATED, CORROSION
PROTECTED & ERECTED IN ACCORDANCE: WITH THE AISC CODE OF STANDARD
PRACTICE, LATEST EDITION. PRIOR TO FABRICATION, SUBMIT SHOP DRAWINGS AND
CALCULATIONS FOR REVIEW AND APPROVAL, SIGNED AND SEALED
ENGINEER. SEE PLANS FOR DESIGN LOADS. BY A FLORIDA REGISTERED PROFESSIONAL
1. Floor Manufacturer to design precast concrete Floor Elements:
FC= 3000 psi at 28 days.
2. All structural steel to be ASTM A36 Fy =36KS1
3. Maximun live load deflection allowable: 1/360
4. The Contractor shall be responsible for the temporary
bracing as long as the permanent bracing and the shear
connections between the slobs have been made.
8' -0"
8' -0"
8' -0"
8' -0"
0 0 0
1
2 2
ORIDGE O
2 2
2
2 0 2
1
3 O 3
W -0"
SAFE LOAD TABLES
FOR GRAVITY, UPLIFT & LATERAL LOADS
8" PRECAST & PRESTRESSED U- LINTELS
410~1964milvill
GRAVITY
TYPE
LENGTH
8U'8
8F8 -0B
8F12 -OB
8F16 -OB
8F8 -IB
8F12 -1B
8F16 -1B
2'- 10'(34') PRECAST
2302
3166
4473
6039
3166
4473
6039
3'-6'(42') PRECAST
2302
3138
3377
4689
3166
4473
6039
4' -0' <48') PRECAST
2029
2325
1 2496
3467
2646
1 4473
6039
4'-6'(54') PRECAST
1651
1787
1913
2657
2170
4027
6039
5'-4'(64') PRECAST
1184
1223
1301
1809
1665
2889
5057
5'- 10' <70') PRECAST
972
1000
1059
1474
1459
1 2464
4144
6'-6'(78') PRECAST
937
1255
2101
3263
1255
2101
1 3396
7'-6'(90') PRECAST
767
1029
1675
2385
1029
1675
2610
9'-4'<112') PRECAST
573
632
1049
1469
768
1212
1818
10'- 6'(126') PRECAST
456
.
482
802
1125
,658
1025
1514
11'- 4'(136') PRECAST
445
598
935
1365
598
1 935
1365
12'- 0'(144') PRECAST
414
545
864
1254
555
864
1254
13' -4 '(160') PRECAST
362
427
726
1028
485
748
1 1076
14'- 0'(168') PRECAST
338
535
600
12'- 0'(144') PRECAST
45
455
700
1043
00
8' -0'
F = FILLED WITH GROUT / U = UNFILLED
r BOnO OF �NTELE CAVITY
AT
TYPICAL: 8F8-1 B
19 32" CDX PLYWOOD DECKING NAILED TO TRUSSES
8' -0" W 8d NAILS, AS PER ZONES. NOMINAL WIDTH
ZONES: O 8d NAILS 0 6 "o.c. THROUGHOUT. NOMINAL HEIGHT
ZONES 1 & O2 • 8d NAILS 0 6 "o.c. THROUGHOUT. *- -
8d NAILS 0 4 o.c. AT EDGES.
ZONE 3 8d NAILS 0 4 "o.c. AT EDGES. u i GROUT
8d NAILS ® 6 "o.c. AT INTERMEDIATES. 1CI
ROOFPLAN SHOWING ► z . ue- 15 F L.INT�EL CAVITY
to °o BOTTOM REINFORCING
ZONES 1, 2 3
PROVIDED {N LINTEL
8' -0" 7 -5/8' ACTU
_ (VARIES)
TYPE DESIGNATION- 8' NOMINAL WD
MINIMUN LINTEL REINF:
1# 5 BOTTOM
C
UPLIFT
LATERAL
PRODUCT CONTROL NOTICE OF ACCEPTANCE
LENGTH TYPE
8F8 -1T
8F12 -11
8F16 -1T
8U11
8F8
F.E.C.P. CORPORATION- CAST -CRETE DIVISION
8F8- 2T
8F12- 2T8F16
-2T
2'- 10'(34') PRECAST
2727
2878
4101
2021
2021
ACCEPTANCE NO.: 01-- 0209.03
EXPIRES: 05/21/06
2727
2784
3981
3'-6'(42') PRECAST
2165
2289
60
2257
1257
2165
2215
3165
4' -0' (48') PRECAST
1878
1989
2832
938
938
1878
1925
2750
9 GAUGE DUR -O -WALL HORIZONTAL
REINFORCEMENT EVERY OTHER COURSE
(LADDER TYPE)
I
4'-6'(54') PRECAST
1660
1762
2507
727
727
1660
1705
2435
5'-4'<64') PRECAST
1393*
1484
2110
505
505
1393
1437
2050
5'- 10'(70') PRECAST
1272*
1357
1930
418
418
1272
272
1315
1875
6'-6'(78') PRECAST
1200
1733
707
887
1141
1182
1684
7'-6'(90') PRECAST
959*
912
591
657
990
1029
9' -4' (112')PRECAST
801*
612
L.79
454
630
801
755
10'- 6'(126') PRECAST
716*
498
396
493
716
611
039
11'- 4'(136') PRECAST
666*
439
696
363
556
666
535
905
12'- 0'(144') PRECAST
1
340
494
631
486
6
13'- 4'(160') PRECAST
500*
340
532
302
398
573
409
682
14'- 0'(168') PRECAST
458*
316
493
286
360
*REDUCE VALUE BY 25X FOR GRADE 40 FIELD REBAR 1
9 GAUGE OUR-O -WALL HORIZONTAL
DCIAICA0l1C1AC-UT C1/COV ATIICO PAIMCC
4-4/32" EXTERIOR GRADE PLYWOOD SHEATHING
SEE PLYWOOD NAILING DETAIL FOR ATTACHMENT.
EXTEND ROOF SHEATHING UNDER VALLEY
SET TRUSSES, ANCHOR VALLEY SET
TRUSSES TO THE MAIN TRUSSES
PAST THE ROOF SHEATHING AS SHOWN
TYP I CAL
N.T.S.
PREFAB. ENGINNERED WD.
RUSSES ® 24' O.C.
(JAS PER MANUF.SPECS.)
PROVIDE " WEDGE FOR
SOLID BEARING.
ATTACH W/ -16d NAILS (TYP)
USP RT16T STRAP X
W/ 6 -16 d MAILS AT EACH END,
TYPICAL AT 4' -0" O.C.
PIGGYBACK DETAIL
8' x 8' x 16' CONCRETE
MASONRY UNITS
TYPICAL DUR -O -WALL DETAIL
SCALE: N.T.S.
8" x 16' CONCRETE
SONRY UNITS
-O -WALL @ CORNER DETAI
ADD 2 #5 REINFORCEMENT BARS
FOR EVERY 8" OF DROP :•
STIRRUPS (REFER TO TIE BEAM SCHEDULE) �.
a
8„
DROP TIE BEAM 0 WINDOW EXTEND DROP OF TIE BEAM
AND DOOR OPENINGS 8" BEYOND SIZE OF OPENING
AT EACH END
8„ OPENING FOR WINDOW, DOOR
OR SLIDING DOOR. SEE FLOOR
PLAN & ELEVATIONS
TYPICAL DROP TIE BEAM DETAIL
SCALE: N.T.S.
Alex Kon dra t & Associates, In
STRUCTURAL ENGINEERS
Alex Kondrat - P.E. #58086
12900 SW 128 Street, Suite 104
Miami, Florida 33186
Ph. (786) 293 -2888 Fax. (786) 293 -2878
���ll�t�,`�C1�11,
p'
,.SrATr s cr
�1G'N
REVISION
13Y
6i
z
0
n
O
L>_
Q
i--
W
LLj
N
00
N
I 1
Ln
r)
rn
t
x
12
0 �t-
ry
tn
0
c�
r)
z ° L°
Q 'rz
CD
I °
LL Li Q
W {- o L
z "L'i
00 °w
U
U J
I
Z o L
0 (1) _ at
(%) cn
LLI ai
i) U
0
D
E
C)
2
cv
DATE
SCALE
DRAWN
JOB
SHEET
S-4
SHEET ' OF
REG. No. 10, 154