06-633-020819=1Ut*tAL N=6
FIN1814 FLOOR ELEVATION (SEE PLAN).
2
A- COMPRESSIVE STRENGTH OF CONCRETE AT 28 DAYS +
SLABS ON FILL 3000 PSI
ALL OTHER PCUR£D M PLACE CONCRETE,— 3000 PSI
GROUT. 3000 "1
B- TEST s A MINIMUM OF 3 CONCRETE SPECIMEN$ SHALL BE TAKEN FROM EACH 50 CIL YD. OR
PORTION THEREOF. SPECIMENS SHALL BE TESTED ACCORDING TO ASTM C-39, ONE
ONE AT 1, AND THREE AT 26 DAYS.
C- COVER :CONCRETE DEPOSITED AGAINST THE GRO4,10- —31 -
FORMED CONCRETE IN CONTACT WITH THE GROUND— — — — — —2 -
BEAMS 1 COLUJ-N--- I -VY
SLABS+ INTERIOR—
SLAB& EXTERIOR—
3 - SLAB QN FILL ;F PLACED ACCORDING TO ACI 302
A- JOINTS s
A -I+ ISOLATION JOINTS MUST BE USED AT JUNCTIONS WITH WALL$ AND COLUMN$, USE 1/2'
THICK PREMOLOEO JOINTS RILL DEPTH OF BLAB.
A -2s CONTROL JOINTS SPACED AT CENTERLINE OF COLUMN LINER. PROVIDE INTERMEDIATE JOINTS
IF COLUM SPACING 18 GREATER THAN 30 FT. IN 81DEWALK6 PROVIDE TOOLED JOINTS
SPACED AT INTERVALS EQUAL TO THE WIDTH OF THE BLAB.
4' SLABS Is DEEP TOOLED
JOINTS FUST BE SAWED BEFORE 24 HRS. AFTER CONCRETING.
A -3s CONSTRUCTION JONTS MUST BE PLACED IN THE BLAB WHERE BUILDING EXPANSION JOINTS
ARE SHOWN AND WHERE CONTROL JOINTS ARE $NOUN, WHEN CONCRETNG OPERATIONS
ARE CONCLUDED FOR THE DAY, CONSTRUCTION JOINTS SHALL BE FORMED WITH BURKE
KEYED KOLD METAL JOINT FORM OR APPROVED EalAL
B- VAPOR BARRIERS s
WATERPROOF MEMBRANES (OVER_APIPED 6' AT JOINTS) WITH A PERM£ANCE OF LESS THAN 03
PERMS IN ACCORDANCE WITH ASTM 9-96 SHALL 15E PROVIDED UNDER INTERIOR OLA".
C- WHERE NO VAPOR BARRIER 16 USED THE BUBGRADE MUST BE DAMPENED WITH WATER IN ADVANCE
OF CONCRETING. NO FREE WATER STANDING ON THE 6LIBGRADE NOR ANY MUDDY OR SOFT SPOT 16
PERMITTED.
D- ANY STRUCTURAL MEMBER PENETRATING SLABS ON FILL 18 TO BE ISOLATED WITH 1/2' THICK
PRE -MOLDED JOINT FILLER COMPLYING WITH ASTM 0-1152 TYPE I.
E- FINISHING s
NO PREMATURE FNI8HNG SHALL BE ALLOWED. MEDIATELY FOLLOWING FLOATING, TRMELING WITH
STEEL TROWELS SHOULD BE COMMENCED P REQUIRED. BROOMNG $HALL BE DONE AFTER THE
STEEL TROWELNG OPERATION.
ft -AB FINISHES (UNLESS OTHERWISE NOTED BY ARCHITECT) s
BUILOINCv-- —STEEL TROWELED
OUTSIDE SLABS— — $ROOMED
4-
A- REINFORCING BARB CONFORMING TO ASTM A-619 GRADE 60, INCLUDING COL 4 BEAM TIES.
B- U VLDED WIRE FABRIC C414FORMI1,4 TO ASTM A-183 AND SUPPORTED ON SLAB BOLSTERS
SPACED • Y-0' O/C.
C- FABRICATION AND DETAILNG ACCORDING TO ACI -313.
D- ALL ACCESSORIES TO HAVE UMWED LEGS AND BE PLASTIC DIPPED AFTER FABRICATION.
o -
A- BEARING s MASCNRY SHOWN THUS )MINI PLAN $HALL BE ERECTED PRIOR TO THE
6TRUCTUIQ5 ABOVE BEING POURED.
B- NON-BEARING :MA80NRY SHOWN TI TALL BE ERECTED AFTER CONCRETE
STRUCTURE HAS BEEN POURED AND ALL SHORING HAS BEEN REMOVED. HOLD CLEAR
OF OVERHEAD CONCRETE UNTIL ANTICIPATED DEFLECTION ABOVE HAS OCCURRED.
C- MORTAR s CONPORMNG TO ASTM C-210, TYPE TM' (2,500 P81).
D- CONCRETE LNTELB s
OPENNGS UP TO 4'-0' 8' X 4' UV 2 • 4
OPENINGS UP TO V-0' 8' X V UA/ 2 5 TOP 4 BOTTOM
£- PROVIDE DOVETAIL ANCHOR$ AT ALL INTERBECTIONB OF NON-BEARING MASONRY WITH STRUCTURAL
CONCRETE COLUMN$ AND WALLS.
6.
SOIL Q2rAGTIQN x
FILL AND BACKFILL SHALL BE COMPACTED TO A MINIMUM OF 93 % OF THE MAXIMUM DENSITY AT
OPTIMUM MOISTURE AS OETERMNED BY THE STANDARD PROCTOR TEST.
1 - CUDOtWINATION i
COORDINATE ALL DIMENSIONS, ELEVATIONS 1 OPENINGS UUITH ARCHITECTURAL, ELECTRICAL 1
MECHANICAL DRAWNGB. REPORT ANY DISCREPANCIES TO OUR OFFICE.
8 - OWNER A:IZISHITECT AND QZ11II WTOR NOTE s
CHECKING OF SHOP DRAWINGS AND INSPECTIONS OF REINFORCEMENT IN THE FIELD ARE REQUIRED
IF 18 OFFICE 16 TO BE HELD RESPONSIBLE FOR THE STRUCTURAL ADEQUACY OF THE
CONSTRUCTED BUILDING.
9 -
ALL SHORING, IRS
-BHORNG AND TEMPORARY BRACING REQUIRED IN THIS PROJECT 1$ TO BE
DESIGNED BY A FLORIDA REGISTERED ENGINEER WHO SPECIALIZES N FORM Y
BRACING DEBK,N AND UUHO HAS BEEN HIRED BY THE GENERAL CONTRACTOR THE GENERAL
CONTRACTOR 16 THE ULTIMATE RESPONSIBLE PARTY FOR BHORNG, RE-SHORNG AND
TEMPORARY BRACING REQUIRED ON THIS PROJECT AND MUST SATISFY HIMSELF OF THE
ADEQUACY OF THE NSTALLATION OF THESE ITEMS AT ALL TIMES.
N THE SPECIFIC CASE OF POURED SLAB$, IT 16 HIGHLY RECO"IENDED THAT THE GENERAL
CONTRACTOR SECURE A CERTIFICATION OF THE INSTALLED 0HORIW4 FROM THE SHORING
DESIGNER OR HIS AGENT PRIOR TO THE PLACEMENT OF CONCRETE.
Im - SAFETY, OSHA AND LAMM LAWS f
THE STRJCTURAL ENGNEER OF RECORD DOES NOT POSSES, NOR PRESUMES TO POSSES
ANY KNOWLEDGE OR EXPERTISE IN MATTERS RELATING TO JOB SITE EMPLOYEE SAFETY,
OSHA OR LABOR LAW REQWREMENTS FOR A CONSTRUCTION PROJECT.
SAFETY AND COMPLIANCE WITH OBRA AND LABOR LAWS 16 THE ABSOLUTE RESPONSIBILITY OF
THE GENERAL CONTRACTOR AND THOSE CONSULTANTS HE HIRES TO ADDRESS THESE MATTERS.
THE STRUCTURAL ENGINEER OF RECORD SPECIALIZES N STRUCTURAL DESIGN ONLY AND THE
BOARD OF PROFESSIONAL REGULATION FORBID$ HIM FROM AS&UMNG RESPONSIBILITY N ANY
AREA OUTVD£ OF HIS AREA OF EXPERTISE
II - AmIOMES
ALTHOUC44 THE ENGINEER OF RECORD HAS STRIVED TO MEET ALL APPLICABLE CODE AND
LOCAL ORDINANCE REQUIREMENTS, THE CONTRACTOR IS STILL RESPONSIBLE FOR COMPLYNG
WITH ALL APPLICABLE CODES AND ORDINANCES IN THE EVENT OF CONFLICT OR OVERSIGHT
IN THESE DRAWINGS. THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE ARCHITECT/ENGNEER
OF ANY CONFLICT OR DISCREPANCY ENCOUNTERED SO THAT APPROPRIATE REMEDIES MAY BE
UNDERTAKEN
12 -LVE LOADS f
30 PW ROOF 40 PSF SECOND FLOOR
13 - S 40P DRAWING Sl=lTTALS 0
SUBMIT CNE SEPIA AND ONE PRINT OF ALL SHOP DRAWING$ REQUIRED IN ITEM 14 BELOW. IF
SIGNED AND SEALED SHOP DRAWINGS ARE REQUIRED THEN SUBMIT TWO ADDITIONAL SIGNED AND
SEALED PRINT$ FOR APPROVAL
ANY SHOP DRAWNG REQUIRED TO BE SIGNED 1 SEALED THAT 18 SUBMITTED WITHOUT THE
SIGNATURE 1 SEAL OF A REGISTERED PROFESSIONAL ENGINEER OF THE STATE OF FLORIDA, WILL
NOT RECEIVE FINAL APPROVAL.
A6 PER F8411 THE FOLLOWING ITEMS MUST BE SUBMITTED WITH SIGNED 1 SEALED SHOP
DRAWINGS+
1- WOOD TRUSSES. 2- H/C SLA BO.
14 - APPjjDYALS s
A- SUBMIT SHOP DRAWINGS FOR ITEMS -4,% 16 1 11.
B- SUBMIT CONCRETE MIX DEOIGN,
C- SUBMIT LABORATORY REPORTS FOR ITEM6:1 6.
IS - WIND DE8k
THIS STRI.ICTURE HAS BEEN DESIGNED TO WITHSTAND THE PRESSURES GENERATED 96
MPH WINDS IN COMPLIANCE WITH THEMCE 1-98 1 THE FLORIDA BUILONG CODE
16 eej=0 SOIL A":s
FOOTING$ HAVE BEEN DESIGNED FOR AN ASSUMED SAFE SOIL BEARING PRESSURFIWO
PSM. BOTTOM OF FOOTINGS TO BEAR ON SANDY LIMEROCK OR $AND.
SOIL BORINGS MUST BE MADE BY A CERTIFIED TESTING LABORATORY TO CONFIRM THE ABOVE
A88UMEO DESIGNED SOIL BEARING PRESSURE.
THE GEOTEGI-P11CAL ENGNEER 18 TO SUBMIT TO TIRE COUNTY A SIGNED AND SEALED LETTER
ATTESTING THAT THE SITE AND EXCAVATIONS HAVE BEEN OBSERVED AND THE FOUNDATION
CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE DESIGN 1$ BASED.
- r
----------------
-/IN
NTS_
E3EAM SCHEDULE
MA
Mommum
15-1
ELEV SIZE
+11'46' 12X16
REINFORCEMENT
STIRRUPS
REMARKS
150T.
TOP C
E
I
NO.
SPACING EACH E
2.6
20 6 10 6
CF -3X6
Y_
3f3
s6't.0.
Ise
5-2
+11'46' 12X16
206
20 6
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WF -24
3]
s6'T.O.
0 4 s 24'
5-3
+11'40' 16X12
306
306 10 6
03@81
BOTTOM BAR$
3T3
s4'T.O.
z
B-4
+11'40' 16X12
306
306
w
3'7
s4't.0.
5-5
+11,40, 8 X 16
2 0(o
2 0(o
V J
3 t3
s 6' T.O.
, , ,
1340
+11'40' 24X24
309
309
205
3 f3
010'T.O.
B-1
+11,40, 8 X 24
2 01
2 0(o
2 05
3 f3
is 10' T.O.
L�..
+.-. •
U
Q:
0
TB -I
VARIES S X 12
2 05
2 05
ctW
3 'f7
4 s 12, BAL is 48
T13-2
VARIES S X 24
2 0 6
2 0(o
2 05
3 'f7
s 4' TD
OR CANTIL VE
COLUMN
0301 • I) L 030( -2)
WH CHEVER 8 GREATER
NOTE : PERIMETER BEAMS ONLY
AS PER Act 318-W, SECTION 1,132.2 IN E>(TERIOR PERIMETER WAM8 P154VIDE ADDITIONAL WTTOM 1SIW40RCEMENT OVER THE SUPPORTS
EQUAL TO AT LEAST 25% OF THE LARGER TOTAL BOTTOM REINFORCEMENT AREA CALLED OUT FOR THE MID -SPAN OF ADJACENT BEAMS
TH16 ADDED RExINFORGEMENT 16 TO BE SPLICED WITH A TENSION 'cLASO A' SPLICE BEGINNING AT THE FAcE OF THE 8UPPORr-
NOTE :
WHERE NECESSARY CONTINUOU6 TOP OARS SHALL BE LAPPED 24 BAR DIAMETER IN MIDDLE U3 OF SPAN.
TYPICAL 15AR DIAGRAM
'C' BARS FOR 12' OR
IDER BEAMS
N.T.
BEAM ELEVATION
(SEE PLAN)
3TIES3' O/C
3 T I E S a 3' O/C
CONCRETE COLD
(SEE SCHEDULE)
PROVIDE DOWEL
NEW TRUSSES ® 24" 0/C BOTTOM CHOW5TANDARD HOOKS
SLOPED W/ EXISTING ROOF SLOPE PROVIDE
HUGHES MANUF. TRUSSES TIES MOD-# RT -14 USE
OF) 1 pd ' NAILS 0 TOP & BOTT. OF STRAP (TOTAL
PIGGY -BACK TRUSS DETAIL
N.Tr6_
PROVIDE STANDARD NOOKS
WHERE COLUMN TERMINATES
CONCRETE E3EAM
(SEE SCHEDULE)
EL. (SEE PLAN)
SCHEDULED
CONCRETE COLUMN DETAIL.
"I r
CF -400
4'-0' X 4'-0' X 12'
4 0 5
4 0 5 y
4 0 5
TOP BARS
w
3'-6' X 3'-6' X 12'
4 0 5
'C' BARS ( FOR 8' BMS)
mul!
505
-
'I' BARS
CF -3X6
Y_
405
805
Ise
o
5/6'X6'X14'
'I' BARS
c�
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WF -24
24' X 12' CONT
U�J
0 4 s 24'
,
W-16
ib' X 12' CONT
2 05
03@81
BOTTOM BAR$
iv
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o, s d
-1
6. 4 I
e, • D'
R` �4ry
TYPICAL DOOR OPENING AT GROUND FLOOR
N.T.S.
N.T.6.
TYPICAL E3AR PLACEMENT DETAIL
N.r.S.
NOTE
QUANTITY OR 'I' BAR$ VARIES W/ BEAMS DEKW,
SEE BEAMS SCHEDULE FOR SIZE t QUANTITY OFF
ALL RE -BARS
BEAM ELEVATION
(SEE PLAN)
3TIES3' 01C,
CONCRETE COLD
(SEE SCHEDULE)
TIE5—
PROVIDE DOWEL
W/STANDARD NOOKS
PROVIDE STANDARD NOOKS
WHERE COLUMN TERMINATES
FIRST FLOOR
EL. (SEE PLAN)
11J
a
u
—� 3'
SCHEDULED
CONCRETE COLUMN 4 15EAM DETAIL.
N.T.S.
•
,
FOOTING SCHEDULE,
MAW SIZE REINFORCEMENT REMARKS
LONG. TRANS:: _ .
CF -400
4'-0' X 4'-0' X 12'
4 0 5
4 0 5 y
4 0 5
J
CF -306
3'-6' X 3'-6' X 12'
4 0 5
CF -3X65
3' -0'X6' -6'X16'
505
805
1
CF -3X6
3'-0'X(W-0'X16'
405
805
Ise
o
5/6'X6'X14'
(4)5/6'X6'EMBA201A.B:
c�
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WF -24
24' X 12' CONT
3 05
0 4 s 24'
,
W-16
ib' X 12' CONT
2 05
03@81
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s
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COLUMN SCHEDULE ��
MARK
SIZE REINFORCEMENT
vERTICALs OR 13A8 1
�Y
TIES OR CAP IV
I
8X16 406
0
o
Lo
Lo /
r -
03@12'
3
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r
4
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5/6'X6'X14'
(4)5/6'X6'EMBA201A.B:
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SX11 405
031181
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1
COLUMN SCHEDULE ��
MARK
SIZE REINFORCEMENT
vERTICALs OR 13A8 1
�Y
TIES OR CAP IV
I
8X16 406
03x6'
;i
12X12 401
03@12'
3
r
X'
r
4
T54X4X1/4 5/6,x12,x12,
5/6'X6'X14'
(4)5/6'X6'EMBA201A.B:
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U)
03@8'
L
COLUMN SCHEDULE ��
MARK
SIZE REINFORCEMENT
vERTICALs OR 13A8 1
-, h'IARKS
TIES OR CAP IV
I
8X16 406
03x6'
2
12X12 401
03@12'
3
8 X 24 6 0 6
0368,
r
4
T54X4X1/4 5/6,x12,x12,
5/6'X6'X14'
(4)5/6'X6'EMBA201A.B:
5
6X14 405
03@8'
6
SX11 405
031181
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6X22 406
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COLUMN SCHEDULE NOTES,-
OTES:'TS'
'TS'COLUMNS: STEEL F'y Oro KSI (MIN.)
ALL 'TS' COLUMNS TO BE FILLED WITH CONCRETE.
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COLUMN SCHEDULE NOTES,-
OTES:'TS'
'TS'COLUMNS: STEEL F'y Oro KSI (MIN.)
ALL 'TS' COLUMNS TO BE FILLED WITH CONCRETE.
TIE BEAM NOTE: DROP BOTTOM OF ALL TIE BEAMS AS REQUIRED OVER OPENINGS AND ADD 2 0 5 HORFOR EACH 12' OF
VERTICAL DROP. IN OPENINGS LARGER THAN 6'-6' ADD 03 012'0/C.
PROVIDE 2 05 (30'X 30') CORNER BARS AT EVERY CONC. TIE BEAM OUTSIDE CORNER OR CHANGE IN DIRECTION
1 1 I
LLJ
0
BEAMS PROVIDE CORNER BARS (3ro' X36') OF THE SAME QUANTITY AND SIZE AS THE TIE BEAM REINF.
IN MASONRY TIE BIN
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CA5T CRETE NOA 11 01-0209, 03 5/21/0( W
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THESE PLANS ARE FOR BUILDING DEPART^( NT VI ;
THEY ARE NOT TO BE CONSTRUED AS FINAL RUON.
DOCUMENTS UNTIL ALL 5UILDIW4 DEPARTM -
ARE OBTAINED AND COMMENTS INCORPORATED NT0 THESE D
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