12-224-014STRUCTURAL NOTES:
COORDINATION:
-COORDINATE ALL DIMENSIONS, ELEVATIONS d OPENINGS WITH ARCHITECTURAL DRAWINGS, REPORT
ANY DI5CREPANCIE5 TO OUR OFFICE.
FOUNDATIONS:
-SOIL STATEMENT- VISUAL INSPECTION OF THE 51TE 5HOW5 A 501L OF LIMESTONE WITH SANDY
POCKETS AND WITH A LAYER OF TOPSOIL, TH15 LIMESTONE HAS A SAFE BEARING CAPACITY IN
EXCESS OF 2000 p5F. AT THE TIME OF GONSTRUGTION A LICENSED ARCHITECT OR POFE55IONAL
ENGINEER SHALL SUBMIT TO THE BUILDING OFFICIAL A LETTER ATTESTING THAT THE 51TE HAS
BEEN OBSERVED AND THE FOUNDATIONS CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE
DESIGN 15 BASED -
0 ILDING
ASED_
BUILDING PAD PREPARATION-
-TREES, BRUSH, ROOTS, TOPSOIL, RUBBLE, ORGANICALLY CONTAMINATED OR OTHERWISE
OBJECTIONABLE MATERIALS ENCOUNTERED ARE TO BE REMOVED FROM STRUCTURAL AREAS OF
THE SITE. FOR A MINIMUM DISTANCE OF FIVE FEET OUT5IDE STRUCTURE PERIPHERY.
-EXISTING GROUND BENEATH STRUCTURE FOUNDATION SHALL PROOF ROLLED. AREAS EXHIBITING
INSTABILITY ARE TO BE UNDERCUT AND BACKFIELD AND COMPACTED.
-THE PROPOSED ENGINEERED FILL MATERIALS ARE TO BE PLACED IN LIFT5 NOT EXCEEDING
EIGHT (0) INCHES LOOSE MEASURED THICKNESS IN UNCONFINED LIFTS OR 6" IN CONFINED AREAS.
EACH LIFT IS TO BE COMPACTED AS FOLLOWS:
I.- SLAB ON GRADE: MINIMUM OF 95% MAXIMUM DENSITY BY ASTM p1551.
2.- FOOTING BEARING: MINIMUM OF 95`o MAXIMUM DENSITY 15Y ASTM p1551.
TERMITE PROTECTION:
A5 PER F.B.C. 105.11 BUILDING COMPONENTS AND BUILDING SURROUNDINGS REQUIRED TO BE
-PROTECTED FROM TERMITE DAMAGE IN ACCORDANCE WITH 503AA, 1804.6.2.1, 1910 ,1,5, 2304 OR
2603.3, OR REQUIRED To HAVE
CHEMICAL SOIL TREATMENT IN ACCORDANCE WITH 1816 SHALL NOT E3E COVERED OR CONCEALED
UNTIL THE RELEASE FROM THE BUILDING OFFICIALHAS BEEN RECEIVED.
ALL BUILDINGS SHALL HAVE PRE -CONSTRUCTION TREATMENT PROTECTION AGAINST
- SUBTERRANEAN TERMITES A5 PER F.B.G. 1816.1.1. A CERTIFICATE OF COMPLIANCE SHALL BE 155UED
TO THE BUILDING DEPARTMENT BY THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE
FOLLOWING STATEMENT: "THE BUILDING HAS RECEIVED A COMPLETE TREATMENT FOR THE
PREVENTION OF SUBTERRANEAN TERMITES. TREATMENT 15 IN ACCORDANCE WITH THE RULES AND
LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES"
CONCRETE:
-COMPRESSIVE STRENGTH AT 20 DAYS:
SLAB ON FILL: 3000 P51
ALL OTHER POURED -IN-PLACE CONCRETE: 3000 PSI
GROUT: 3000 PSI
-TEST:
A MIN. OF D CONCRETE SPECIMENS SHALL BE TAKEN FROM EACH 50 CU, YD, OR F'ORTION
THERE=OF 5PECIMEN5 SHALL BE TESTED ACCORDING TO A,S,T.M, C-39, ONE AT 3, ONE AT 1,
AND 3 AT 28 DAYS.
-COVER:
CONCRETE DEPOSITED AGAINST THE GROUND: _3"
FORMED CONCRETE IN CONTACT WITH THE GROUND: -2"
BEAMS AND COLUMNS: _1-11211
INTERIOR SLABS: 3/4"
EXTERIOR 5LABS�—
SLAB ON FILL: (PLACED ACCORDING TO AGI 302)
-JOINTS:
ISOLATION JOINTS MUST BE USED AT JUNCTIONS WITH WALLS AND COLUMNS, USE 1/2" THICK PREMOLDED
JOINTS FULL DEPTH OF SLAB.
CONTROL JOINTS PLACED AT CENTERLINE OF COLUMN 1-INE5 PROVIDE INTERMEDIATE JOINTS IF
COLUMN SPACING IS GREATER THAN 30'. IN SIDEWALKS PROVIDE TOOLED JOINTS SPACED AT
INTERVALS EQUAL TO THE WIDTH OF THE SLAB,
4" 8 5" SLAB5: 111 DEEP TOOLED
JOINTS MUST BE SAWED BEFORE 24 HOURS AFTER CONCRETING.
CONSTRUCTION JOINTS MUST BE PLACED IN THE SLAB WHERE BUILDING EXPANSION JOINTS ARE
SHOWN AND WHERE CONTROL JOINTS ARE SHOWN.
WHEN CONCRETING AND OPERATING ARE CONCLUDED FOR THE DAY, CONSTRUCTION JOINTS SHALL
BE FORMED WITH BURKE KEYED KOLD METAL JOINT FORM OR APPROVED EQUAL,
-VAPOR BARRIERS:
WATERPROOF MEMBRANES (OVERLAPPED 6" AT JOINTS) WITH A PERMEANCE OF LESS THAN 0.3`0
PERMS IN ACCORDANCE WITH A,5.T.M, E -9a 5HALL BE PROVIDED UNDER INTE=RIOR SLAB, WHERE
NO VAPOR BARRIER 15 USED THE 5UBGRADE MUST BE DAMPENED WITH WATER IN ADVANCE OF
CONCRETING NO FREE WATER STANDING ON THE SUBGRADE NOR ANY MUDDY OR SOFT SPOT 15
PERMITTED.
-ANY STRUCTURAL MEMBER PENETRATING SLAB ON FILL 15 TO BE 1/2" PRE -MOLDED JOINT FILLER
COMPLYING WITH A.S.T.M. D-1152, TYPE I.
-FINISHING:
NO PREMATURE FINISHING SHALL BE ALLOWED. IMMEDIATE FOLLOWING FLOATING TROWELING WITH
STEEL TROWELS SHOULD BE COMMENCED IF REQUIRED GROOMING SHALL GE AFTER THE STEEL
TROWELING OPERATION.
-SLAB FINISHES: (UNLESS OTHERWISE NOTED BY THE ARCHITECT)
BUILDING: _STEEL TROWELED
OUTSIDE SLAB: _—BROOMED
REINFORCING 5TEEL:
� -REINFORCING BARS CONFORMING TO A.S.T.M. A-615 GRADE 60, INCLUDING COLUMN AND BEAM TIES.
U)
-WELDED FIRE FABRIC CONFORMING TO A.5.T.M. A-105 AND SUPPORTED ON SLAB BOLSTERS
SPACED AT 3'-0" O/C.
-FABRICATION AND DE=TAILING ACCORDING TO A.C.I.-315.
`D -ALL ACCESSORIES To HAVE UPTURNED LEGS AND BE PLASTIC DIPPED AFTER FABRICATION.
o STRUCTURAL STEEL:
-ALL STRUCTURAL STEEL PLATES, ANGLES, M, 5, C MC 5HAPE5 SHALL CONFORM TO 14.5.T.M. A-36,
-ALL STRUCTURAL STEEL WELDING SHALL BE PERFORM WITH A,W.5. D.i.i,
J -ALL ANCHOR BOLTS SHALL CONFORM To A.S.T,M. A-301.
C) -ALL BOLTS SHALL CONFORM TO A,S.T.M. A-325,
-ALL SQUARE/RECTANGULAR COLUMNS SHALL CONFORM TO 4,&,T,M, 14-500, GRADE C (fy = 46 KSI).
i -PROVIDE ONE SHOP COAT OF RUST INHIBITING PAINT MIN. 3 ML, DRY FILM THICKNESS).
X -FABRICATIONS AND ERECTIONS SHALL BE PONE IN ACCORDANCE WITH THE LATEST
o A.I.S.C. SPECIFICATIONS.
v WELDING:
o -ALL WELDING SHOULD BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH BY
A.W.S. BY CERTIFIED WELDERS.
0
-CONTRACTORS TO USE E-10 5ERIE5 LOW HYDROGEN ELECTRODES.
TIMMR:
-ALLLJ015T5 AND IRAFTER5 SHALL HAvF A MIN. STRESS GRADE OF Fb - 1200 P51, E=1,100,000 P51 (SOUTHERN YELLOW FINE=).
-TRUSS MANUFACTURER TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR
APPROVAL INDICATING ALL REACTIONS TO THE SUPPORTING STRUCTURE.
PRE -FABRICATED WOOD TRU58E5
-SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE TRUSS PLATE INSTITUTE (T.P.I.),
LATEST EDITION. TRUSSES TO BE ERECTED FOLLOWING THE GUIDELINES OF THE T.P.I. PUBLICATION
BWT-16, SUBMIT LAYOUT PLAN AND INDIVIDUAL DRAWINGS FOR EACH DIFFERENT TRUSS, SIGNED AND
SEALED BY A FLORIDA REGISTERED PROFESSIONAL ENGINEER, FOR APPROVAL BY STRUCTURAL
ENGINEER PRIOR TO FABRICATION.
v -GENERAL CONTRACTOR TO PROVIDE PERMANENT LATERAL BRACING OF THE BOTTOM CHORD AND
THE WEB MEMBERS IN ACCORDANCE WITH RECOMMENDATIONS OF T.P.I. GWT-76 AND THE REQUIREMENTS
OF THE INDIVIDUAL TRUSS DESIGNS, SUBMIT PERMANENT GRACING PLAN FOR APPROVAL BY ENGINEER
PRIOR TO ERECTION, GIRDER TRU55E5 TO BE BOLTED TOGETHER WITH 1/2" DIA. DOLTS AT 24" C/C AT
TOP CHORD, BOTTOM CHORD, AND WEB MEMBERS.
-CONTRACTOR TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS BY A DELEGATED SPECIALTY
ENGINEER FOR ALL TRU55 TO TRUSS CONNECTIONS, TRU55 MANUFACTURER TO VERIFY UPLIFT AND
nRAVITY TRUSS REACTIONS SHOWN ON FRAMING PLANS.
-ALL TRUSSES AND/OR JOIST SHALL BE SECURED TO THE BEARING PARTITIONS OR THE BEAMS WITH
a HURRICANE 6TRAP5,45 INDICATED ON PLANS, 5TA6GER TRUS5ED AS REQUIRED TO ACHIEVE PROPER
BEARING (4" MIN.).
-PROVIDE AN 10 GAGE= METAL STRAP TO TIE DOWN ALL THE "PIGGY BACK" TRUSSES TO THE MAIN
N TRUSSES AT ALL THE BEARING POINTS,
ELECTRICAL CONDUITS
-WHERE REINFORCING STEEL CONGESTION PERMITS, CONDUIT AND PIPES UP TO I" DIAME=TER MAY BE
EMBEDDED IN CONCRETE PER ACI 310, SECTION 6.3, SPACE AT 3 DIAMETERS O.C. PLACE BETWEEN
OUTER LAYERS OF REINFORCING IF CONDUITS ARE SIGNIFICANTLY CONGESTED, ADDITIONAL
z REINFORCING PERPENDICULAR TO PIPING MAY BE REQUIRED. REQUESTS TO EMBED LARGER PIPES
SHOULD BE ACCOMPANIED BY A DETAILED DESCRIPTION AND BE SUBMITTED TO THE ARCHITECT
FOR EVALUATION.
SHOP DRAWING SUBMITTALS:
'z
SUBMIT FIVE. PRINTS OF ALL SHOP DRAWINGS LISTED BELOW. IF SIGNED AND
` 5EALED SHOP DRAWINGS ARE REQUIRED, THEN SUBMIT TWO ADDITIONAL SIGNED AND SEALED
z PRINTS FOR APPROVAL.
J -SHOP DRAWINGS:
REINFORCING 5TE:F-L.
STRUCTURAL STEEL.
CONCRETE MIX DESIGN.
a ROOF TRUSSES
MASONRY WALLS:
-BEARING MASONRY SHOWN THUS IN PLAN SHALL_ BE ERECTED PRIOR TO THE
STRUCTURE ABOVE HA5 BEEN POURED.
-NON-BEARING MASONRY SHOWN THUS IN PLAN SHALL BE ERECTED AFTER THE
STRUCTURE ABOVE HAS BEEN POURED.
-MORTAR CONFORMING TO A.S.T.M, C-210 TYPE "M" (2500 PSI).
-PROVIDE 9 GAGE LADDER TYPE HORIZONTAL REINFORCEMENT AT 16" O/C (FOR REINFORCED
WALLS).
-PROVIDE 9 GAGE TRU55 TYPE HORIZONTAL REINFORCEMENT AT 16" O/C (FOR NON -REINFORCED
WALL5)
-WHENEVER ANCHORS BOLTS ARE TO BE SET IN MASONRY. TWO CELLS AT THE SETTING LOCATION
SHALL BE FILLED WITH CONCRETE.
-GROUT FOR MASONRY UNITS SHALL CONFORM TO A5TM C416
-PRIMS STRENGTH OF MASONRY UNITS SHALL BE MINIMUM OF F'm = 1500 PSI. (F'c = 1900 PSI)
-MAXIMUM POUR LIFT FOR MASONRY UNITS AND GROUT POUR HEIGHT SHALL BE 4'-0"
-GROUT FOR FILLED CELLS SHALL HAVE A MIN. COMPRESSIVE STRENGTH OF 3000 PSI
WITH A SLUMP OF 9" TO 11''
-CONCRETE BLOCKS SHALL BE C-90 TYPE, PLACED IN RUNNING BONDS.
DESIGN CRITERIA:
(SUPERIMPOSED LOADS)
-LIVE LOAD: 30 PSF (ROOF)
-DEAD LOAD: 20 PSF (ROOF)
30 PSF (LIVING AREAS)
-WIND LOAD: PER A.S.C.E, 1-05
CATEGORY: JE
EXPOSURE - "C"
IMPORTANCE: 1.00
WIND VELOCITY: 146 MPH
MEAN ROOF HEIGHT: 24.1'
GCP1: 0.1a (ENCLOSED)
0.55 (PARTIALY ENCLOSED)
OWNER, ARCHITECT, AND CONTRACTOR NOTE-
-CHECK FOR SHOP DRAWINGS AND INSPECTIONS OF REINFORCEMENT IN THE FIELD ARE REQUIRED
IF THIS OFFICE IS TO BE HELD RE5PONSI5LE FOR THE 5TRUCTUR4L ADEQUACY OF THE CONSTRUCTED
BUILDING.
�:C�l:�P'`��'..QQ :�I�'_n_f �i�r(�Z�i 7.._T3T3•�P
-ALL SHORING, RE -SHORING AND TEMPORARY BRACING REQUIRED IN TH15 PROJECT 15 'CO BE
DESIGNED BY FLORIDA PROFESSIONAL ENGINEER WHO SPECIALIZES IN FORM WORK/TEMPORARY
BRACING DESIGN. AND WHO HAS BEEN HIRED BY THE GENERAL CONTRACTOR. THE GENERAL
CONTRACTOR IS THE ULTIMATE RE5PON5I5LE PARTY FOR SHORING, RE -SHORING, AND TEMPORARY
BRACING REQUIRED ON THIS PROJECT AND MUST SATISFY HIMSELF WITH THE ADEQUACY OF THE
INSTALLATION OF THESE ITEMS AT ALL TIMES. IN THE SPECIFIC CASE OF POURED 5LA85 IT 15 HIGHLY
RECOMMENDED THAT THE GENERAL CONTRACTOR SECURE FROM THE SHORING DESIGNER A
CERTIFICATION OF THE INSTALLED SHORING PRIOR TO THE PLACEMENT OF CONCRETE.
SAFETY OSHA AND LABOR LAWS.
-THE STRUCTURE 15 DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING 15
FULLY COMPLETED. IT 15 THE CONTRACTOR'S SOLE= RESPONSIBILITY TO DETERMINE ERECTION
PROCEDURE AND SEQUENCE AND INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT
PARTS DURING ERECTION. THIS INCLUDES THE ADDITION OF WHATEVER SHORING, TE=MPORARY
BRACING, ETC. THAT MAY BE NECCE5ARY, SUCH MATERIAL SHALL REMAIN THE CONTRACTOR'S
PROPERTY AFTER COMPLETION OF THE PROJECT.
-THE STRUCTURAL ENGINEER OF RECORD DOES NOT POSSES, NOR PRESUMES TO POSSES ANY
KNOWLEDGE OR EXPERTISE IN MATTERS TO JOB 51TE EMPLOYEE SAFETY, OSHA OR LABOR
LAW REQUIREMENTS FORA CONSTRUCTION PROJECT. SAFETY AND COMPLIANCE WITH OSHA
AND LABOR LAWS ARE THE ABSOLUTE RESPONSIBILITY OP THE GENERAL CONTRACTOR AND
THOSE CON5ULTANT5 HE HIRES TO ADDRESS THESE MATTERS, THE STRUCTURAL ENGINEER OF
RECORD SPEGIALIZE5 IN STRUCTURAL DESIGN ONLY, AND THE BOARD OF PROFE551ONAL
REGULATION FORBIDS HIM FROM ASSUMING RESPONSIBILITY OUTSIDE HIS AREA OF EXPERTISE
APPLICABLE CODES:
IN MY PROFE56IONAL JUDGE=MENT AND THE BEST OP MY KNOWLEDGE: AND BELEIF,
THESE PLANS AND SPECIFICATIONS COMPLY WITH THE: FLORIDA BUILDING CODE.
-ALTHOUGH THE ENGINEER OF RECORD HAS STRIVED TO MEET ALL APPLICABLE CODES AND
LOCAL ORDINANCE REQUIREMENTS, THE CONTRACTOR 15 STILL RESPONSIBLE FOR COMPLYING
WITH ALL APPLICABLE CODES AND ORDINANCES IN THE EVENT OF CONFLICT OR OVERSIGHT
IN THE DRAWINGS THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE ARCHITECT OR ENGINEER
OF ANY CONFLICT OR D15CREPANCY ENCOUNTERED SO THAT APPROPRIATE REMEDIES MAY BE
UNDERTAKEN.
-THE APPLICABLE CODES ARE:
FLORIDA BUILDING CODE, LATEST EDITION.(2001 W/2009 6UPLEMENT5)
A.G.I. 31a BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE,
A.C.I. 530 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES. (2008 EDITION)
NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION. (2005 EDITION)
A.LS.C. MANUAL, 13th. EDITION.
P.C.I. DESIGN HANDBOOK
STANDARD HOOK
ROOF OR COLUMN
TERMINATION PT.
DOUBLE TIES (3" C.C.)
OFFSET #a AND LARGER
BARS ONLY o
FINISH FLOOR OR
INTERMEDIATE
TIE BEAM SEE
PLAN
DOUBLE TIES (3" C.C.
AT BEND POINT) -
JOINT J-2
EL. SEE PLAN
VAPOR BARRIER
SEE SPEC5,
WELL COMPACTED
FILL
3 TIES 03"
— (p OF COLUMN
AND FOOTING
(U.O,N. IN PLAN)
3 TIES a3"
m_
1~ 0
lu z
(n ua A
CONCRETE SLAB, SEE
PLAN FOR THICKNE55
AND REINFORCING
d
}- U DOWE=LS SAME SIZE 6
• NUMBER AS VERT. REINF.
(SET TO CLEAR BARS
_ 311 STANDARD ABOVE)
Gl_R, HOOK
FOR FOOTING SIZE AND
REINFORCING, 5EE SCHEDULE
I.- USE 03 TIES FOR #10 VERTICAL REINFORCING OR SMALLER.
2,- TIE SPACING-: SHALL BE:
A - LEAST DIMENSION OF COLUMN
B - 16 TIMES MAIN BAR DIAMETER
C - #3 AT la" OR 114 AT 24" WHICHEVER 15 SMALLER
T`'f=ICAL CONCRETE COLUMN &FLICE DETAIL
N_T.S
FOOTING 5CHEDULE
MARK
SIZE
W x L x D
REINFORCEMENT
REMARKS
LONG.
TRANS.
WF -16
16"xCONT.xl2"
2 #5
-
"B"
BARS
WF -24
24"xCONT.x12"
3 #5
04 02411
No. 4 SPACING
EACH END
O
all x 21 11
/_ #j?
03D/agn
2 #5
CF -20
2'-0" x 2'-0" x 12"
3 #5
3 #5
# 3
CE -30
3'-0" x 3'-0" x 1211
4 #5
4 '
o all
CF -36
3'4011 x 3'-6" x 16"
4 115
4 #B
2 #5
NOTE :
1. CONTRACTOR TO PROVIDE #5 CORNER BARS LAPPED MIN, 30" EACH WAY,
FDR EACH BAR IN FOOTING,
COLUMN 5CHEDULE
MARK
SIZE
REINI=ORCEMENT
REMARKS
VERTICALS OR BASE fE
TIES OR CAP fE
0
all x 12"
4 #a
#3f]�a°
"B"
BARS
0
1'2" x 1211
4 #6
113N) ")a11
No. 4 SPACING
EACH END
O
all x 21 11
/_ #j?
03D/agn
2 #5
®
HSS 3 I/2"x3 1/211x5/16"
SEE DETAIL
5EE DETAIL
# 3
®
all x 27"
6 15
22'-311
o all
®
all x 13"
4 #5
#3n] tea"
2 #5
# 3
4,a12" BAL a4a''
RTB-1
NOTE :
Q DENOTES COLUMN START
oX DENOTES COLUMN END
a°
°
448
#2 HAIRPIN a"O/C
,TC -1 COL. DETS. COL.o DET. CCL..® �.
L
d
#3 HAIRPIN
DET, CCL..® DFT.
SEAM 5CHEDULE
MARK
TOP
ELEV.
SIZE (INCHES)
BOTTOM. REINF.
TOP REINFORCING
STIRRUPS
REMARKS
D
"A"
BARS
"B"
BARS
"G"
BARS
"T"
BARS
"E"
BARS
SIZE
No. 4 SPACING
EACH END
T15-1
VARIES
all
12"
2 #5
�
N
�
cJ
w
Q
2 #D
# 3
4'312" BAL a4all
TB=2
22'-311
o all
4a"
2 #5
2 #5
# 3
4,a12" BAL a4a''
RTB-1
VARIES
a"
12"
2 05
2 #5
# 3
4,a1211 BAL �5)4a"
RAKED BEAM
R5-1
22'-3"
all
32"
2 #6
2 #6
# 3
113 s✓" O/C,
5-1
12'-011
all
3611
2 01
2 #7
# 3
#3 1310" O/C,
5-2
9'=011
all
24"
2 06
2 #6
# 3
#3 810" O/C,
5-3
II' -I"
all
30"
2 06
2 06
# 3
#3 010" O/C,
5-4
111-1"
all
24"
2 #1
2 #1
# 3
#3 1�03" O/C,
PROVIDE 3+1-1 EF INTERMIDIATE BARS EQ SPA
5-5
10'-911
all
26"
2 06
2 #6
# 3
#3 '310" O/C.
C_-�REATER OF 0.5
LI OR 0.3 L2
EME3ED 12 5AR DIAM.
11T'' BA S
NOTE
I. "L'' IS TI --IE LONGER OF 4DJ,4CENT SRAN.
2, 0" UJIDE 5EA1�15 TAKE A MAXIMUM OF 2 5ARS PER LAYEIR,
3, STIRRUPS TO 5E CLOSo'TY17'E WITH 135° NOOK.
4. MID BARS TO 5E #5 X12" E.F. WkENEVEfi- BEAM DEPTH
IS LARGER THAN 2'=0"
5, CONTRACTOR TO PROVIDE 25 CORNER 5AiR5 LAPPED
MIN. 30" EACH UJA�I',
11 11 rD A C)C, I I /,�
LASS 11A11 LAS' SPLICE
— "T" F3AR5 RUN CONTINUOUS OR
LAP AS REQ'D. AT MIP SPAN.
1 0.3 L 1
E BARS
STD. HIOOKS
(c, TOP AND BOTTOM REINFORCEMENT SHALL 5E CONTINUOUS FOR ALL TIE SEAMS
-1. AS PER ACI 318=02, SECTION 1.13.2.2 IN EXTERIOR PERIMETER SEAMS PROVIDE
ADDITIONAL BOTTOM REINFORCEMENT OVER THE SUPPORTS EQUAL TO AT LEAST 25% OF
THE LARGER TOTAL 50TTOM REINFORCEMENT AREA CALLED OUT FOR THE MIP -SPAN OF
ADJACENT 5E41-15, AND IN ADDITION, AT LEAST 20% OF THE TOP REINFORCEMENT, 5UT NO
LESS THAN TWO E3,4IRS, 5HALL PE CONTINUOUS OVER ALL SUPPORTS. TH15 ADDITIONAL
REINFORCEMENT 15 TO f5E SPLICED WITH A TENSION "GLASS A" SPLICE 15EGINNING AT THE
FACE OF THE 5UPPORT,
t�PICAL SEAM 5,4R FLACING D IAGFAM,
N.T.S.
"C" BARS POR 12"
OR WIDER BEAMS•
TOP BARS
LX
"C" BARS (FOR all BMS.)
'MID" BARS (SEE NOTE 4)
V N X
LLI
'— U—
MID" BARS (SEE NOTE 4)
C, X
Lu..i
BOTTOM BARS
NOTE : QUANTITY OF 'MID" BARS VARIES W/ 5EAM5 DEPTH,
SEE BEAMS SEE NOTE -4 ON BAR PLACING DIAGRAM
T*rf=IC;AL SAR RLACEMENT DETAIL
N.TA
�;1:('Y OF S(JU•TH MIAMI
BUILDING DEPT-
F3U1L0it4G SEr 1011
,,?PROVE()13Y--'9-----
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CONSULTING
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PAUL A.'M2�TINEZ I � %%%
FLORIDA REGd No. X42650
PMMCE JOB # 11019 FC.14
,SEAL
REVLSIONS ' :
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3.-
4.-
5.-
6.-
DATE : FEBRUARY, 2012
SCALE: AS NOTED
DRAWN: Y. SOSA
DESIGN BY' PAM
JOB NO:
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,SEAL
REVLSIONS ' :
L-
a-
3.-
4.-
5.-
6.-
DATE : FEBRUARY, 2012
SCALE: AS NOTED
DRAWN: Y. SOSA
DESIGN BY' PAM
JOB NO: