13-550-0375TRUCTURAL NOTES:
COORDINATION:
- COORDINATE ALL DIMENSIONS, ELEVATIONS 4 OPENINGS WITH ARCHITECTURAL DRAWINGS.
REPORT ANY DISCREPANCIES TO OUR OFFICE.
- CONTRACTOR MUST VERIFY THE ACCURACY OF ALL EXISTING CONDITIONS WHICH MAY
IMPACT THE AMOUNT AND SEQUENCE OF THE WORK
FOUNDATIONS:
- FOUNDATION HAVE BEEN DESIGNED TO BEAR OF ON SOIL CAPABLE OF SUPPORTING A MINIMUM
BEARING PRESSURE OF 3000 AS PER THE GEOTEGHNICAL REPORT PREPARED BY NELGO TESTING
AND ENGINEERING SERVICES, INC., DATED FEBRUARY 6, 2013.
E&JILDIW3 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 OUTSIDE 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 LIFTS NOT EXCEEDING
EIGHT (8) 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%o MAXIMUM DENSITY BY A5TM D1551.
2.- FOOTING BEARING. MINIMUM OF 95% MAXIMUM DEN5ITY BY ASTM D1551.
TERMITE PROTECTION:
AS PER F.B.C. 105.11 BUILDING COMPONENTS AND BUILDING SURROUNDINGS ARE REQUIRED TO BE
- PROTECTED FROM TERMITE DAMAGE IN ACCORDANCE WITH 1503.4.4, 1804.62.7; 1916.15, 2304 OR
26033, OR REQUIRED TO HAVE
CHEMICAL 501L TREATMENT IN ACCORDANCE WITH 1816 SHALL NOT BE COVERED OR CONGEALED
UNTIL THE RELEASE FROM THE BUILDING OFFICIAL HAS BEEN RECEIVED.
ALL BUILDINGS SHALL HAVE PRE- CONSTRUCTION TREATMENT PROTECTION AGAINST
- SUBTERRANEAN TERMITES AS PER FB.c. 1816.1.7. A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED
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 28 DAYS:
SLAB ON FILL: 3000 PSI
ALL OTHER POURED -IN -PLACE CONCRETE: 3000 PSI
GROUT: 3000 P51
-TEST:
A MIN. OF 5 CONCRETE SPECIMENS SHALL BE TAKEN FROM EACH 50 CU. YD. OR PORTION
THEREOF SPECIMENS SHALL BE TESTED ACCORDING TO A.571-1. 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 -1/2"
INTERIOR SLABS: 3/4"
EXTERIOR SLABS:
SLAB ON FILL: (PLACED ACCORDIWS TO ACI 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 LINES PROVIDE INTERMEDIATE JOINTS IF
COLUMN SPACING IS GREATER THAN 30'. IN 51DEWALK5 PROVIDE TOOLED JOINTS SPACED AT
INTERVALS EQUAL TO THE WIDTH OF THE SLAB.
4" 4 5" SLABS:
JOINTS MUST BE SAWED BEFORE 24 HOURS AFTER CONS TOOLED
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 KOLA METAL JOINT FORM OR APPROVED EQUAL.
-VAPOR BARRIERS:
WATERPROOF MEMBRANES (OVERLAPPED 6" AT JOINTS) WITH A PERMEANCE OF LESS THAN 03%
PERMS IN ACCORDANCE WITH A.5.TM. E -98 SHALL BE PROVIDED UNDER INTERIOR SLAB. WHERE
No VAPOR BARRIER IS USED THE SUBGRADE MUST BE DAMPENED WITH WATER IN ADVANCE OF
CONCRETING. NO FREE WATER STANDING ON THE SUBGRADE NOR ANY MUDDY OR SOFT SPOT IS
PERMITTED.
-ANY STRUCTURAL MEMBER PENETRATING SLAB ON FILL 15 TO BE 112" PRE - MOLDED JOINT FILLER
COMPLYING WITH A.57M. D -1152, TYPE 1,
-FINISHING-
NO PREMATURE FINISHING SHALL BE ALLOWED. IMMEDIATELY FOLLOWING FLOATING TROWELING
WITH STEEL TROWELS SHOULD BE COMMENCED IF REQUIRED GROOMING SHALL BE AFTER THE
STEEL TROWELING OPERATION.
-SLAB FINISHES: (UNLESS OTHERWISE NOTED BY THE ARCHITECT)
BUILDING:
OUTSIDE SLAB: STEEL TROWELED
REINFORCING STEEL: GROOMED
- REINFORCING BARS CONFORMING TO A.B.T.M. A -615 GRADE 60, INCLUDING COLUMN AND BEAM TIES.
- WELDED FIRE FABRIC CONFORMING TO A.S.T.M. A -105 AND SUPPORTED ON SLAB 501_5TER5
SPACED AT 3' -0" O /C.
- FABRICATION AND DETAILING ACCORDING TO A.G.I. -315.
-ALL ACCESSORIES TO HAVE UPTURNED LEGS AND PLASTIC DIPPED AFTER FABRICATION.
STRUCTURAL STEEL:
-ALL STRUCTURAL STEEL PLATES, ANGLES, SHALL CONFORM TO A.57M. A -36.
-ALL STRUCTURAL STEEL WELDING SHALL BE PERFORMED WITH A.W.5. D.I.I.
-ALL ANCHOR BOLTS SHALL CONFORM TO A.S.T.M. A -301.
-ALL BOLTS SHALL CONFORM TO A.5-T.M. A -325.
-ALL SQUARE/RECTANGULAR COLUMNS SHALL CONFORM TO A "S.TM" A -500, GRADE C (fy = 4(0 KSI).
- PROVIDE ONE SHOP COAT OF RUST INHIBITING PAINT MIN. 3 ML. DRY FILM THICKNESS.
- FABRICATIONS AND ERECTIONS SHALL BE DONE IN ACCORDANCE WITH THE LATEST A.1.6.C.
SPECIFICATIONS.
WELC**
-ALL WELDING SHALL BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH BY
A.W.S. BY CERTIFIED WELDERS.
- CONTRACTORS TO USE E -10 SERIES LOW HYDROGEN ELECTRODES.
PRECAST CONCRETE MEMBERS:
ALL PRECAST MEMBERS AND THEIR CONNECTIONS SHALL BE DESIGNED BY A FLORIDA REGISTERED
PROFE65IONAL ENGINEER IN ACCORDANCE WITH REQUIREMENTS OF APPLICABLE C0DE5 SPECIFIED
HEREIN.
A FULL SET OF SHOP DRAWINGS SHALL BE SUBMITTED TO PMM CONSULTING ENGINEERS FOR APPROVAL
PRIOR TO BEGINNING OF CONSTRUCTION AND SHALL ALLOW REASONABLE TIME FOR REVIEW.
LIGHT GAUGE STRUCTURAL STEEL:
-ALL STRUCTURAL MEMBERS SHOULD BE DESIGNED IN ACCORDANCE WITH AMERICAN IRON AND
STEEL INSTITUTE (A.1.51) SPECIFICATION FOR THE DESIGN OF COLD FORMED STEEL STRUCTURAL
MEMBERS, 1980 EDITION.
-ALL STUD RUNNERS AND /OR JOIST SHALL BE FORMED FROM CORRO51ON- RE5515TANT STEEL,
CORRESPONDING TO THE REQUIREMENTS OF A.S.TM. A -448, WITH A MIN. YIELD STRENGTH OF 33 KSI.
TIMBER:
-ALL J015T5 AND RAFTERS SHALL HAVE A MIN. 6TRE55 GRADE OF Fb = 1200 P51, E =1,100,000 P51 (SOUTHERN YELLOW PINE).
-TRUSS MANUFACTURER TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR
APPROVAL INDICATING ALL REACTIONS TO THE SUPPORTING STRUCTURE.
PRE - FABRICATED WOOD TRUSSES :
-SHALL BE DESIGNED AND FABRICATED IN ACCORDANCE WITH THE TRUSS PLATE INSTITUTE (T.P.I.),
LATEST EDITION. TRU55ES TO BE ERECTED FOLLOWING THE GUIDELINES OF THE T.P.I. PUBLICATION
5WT -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.
- GENERAL CONTRACTOR TO PROVIDE PERMANENT LATERAL BRACING OF THE BOTTOM CHORD AND
THE WEB MEMBERS IN ACCORDANCE WITH RECOMMENDATIONS OF T.P.I. 15WT -16 AND THE REQUIREMENTS
OF THE INDIVIDUAL TRUSS DESIGNS. SUBMIT PERMANENT BRACING PLAN FOR APPROVAL BY ENGINEER
PRIOR TO ERECTION. GIRDER TRUSSES TO BE BOLTED TOGETHER WITH 1/2" DIA. BOLTS 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 TRUSS TO TRUSS CONNECTIONS. TRUSS MANUFACTURER TO VERIFY UPLIFT AND
GRAVITY TRU56 REACTIONS SHOWN ON FRAMING PLANS.
-ALL TRUSSES AND /OR JOIST SHALL BE SECURED TO THE BEARING PARTITIONS OR THE BEAMS WITH
HURRICANE STRAPS AS INDICATED ON PLANS. STAGGER TRUSSES AS REQUIRED TO ACHIEVE PROPER
BEARING (4" MIN.).
- PROVIDE AN 18 GAGE METAL STRAP TO TIE DOWN ALL THE "PIGGY BACK" TRU58E6 TO THE MAIN
TRUSSES AT ALL THE BEARING POINTS.
- TRU58E5 SHALL BE DESIGNED FOR AN ADDITIONAL 200 LBS LOAD AT ANY BOTTOM CHORD PANEL
POINT.
-TRUSS SPECIALTY ENGINEER MAY OVERSTRESS WOOD FOR WIND DESIGN, NO OVERSTRESS PERMITTED
IN METAL PLATES.
MASONRY WALLS-
- BEARING MA50NRY SHOWN THUS IN PLAN SHALL BE ERECTED PRIOR TO THE
STRUCTURE ABOVE HAS BEEN POU p.
- 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 TRUSS TYPE HORIZONTAL REINFORCEMENT AT 16" O/C (FOR NON- REINFORGED
WALLS)
- WHENEVER ANCHOR BOLTS ARE TO BE BET IN MASONRY. TWO CELLS AT THE SETTING LOCATION
SHALL BE FILLED WITH CONCRETE.
-GROUT FOR MASONRY UNITS SHALL CONFORM TO ABTM 0416
-PRISM STRENGTH OF MA50NRY UNITS SHALL BE A MINIMUM OF f'm = 1500 PSI. (fit- = 1900 PSI)
- MAXIMUM POUR LIFTS FOR MASONRY UNITS AND GROUT POUR HEIGHTS SHALL BE 4' -0
-GROUT FOR FILLED CELLS SHALL HAVE A MIN. COMPRESSIVE STRENGTH OF 3000 P51
WITH A SLUMP OF 9" TO 11 ".
- CONCRETE BLOCKS SHALL BE C -90 TYPE, PLACED IN A RUNNING BOND PATTERN.
DESIGN CRITERIA:
(SUPERIMPOSED LOADS)
-LIVE LOAD: 30 P5F (ROOF)
50 PSF (OFFICE)
40 P5F (LIVING AREAS)
100 PSF (STAIRS)
-DEAD LOAD: 20 PSF
-WIND LOAD: PER A.5 -CE. 1 -10
RISK CATEGORY: 7
EXP05URE - "C"
WIND VELOCITY: 115 MPH
MEAN ROOF HEIGHT: 28.8'
GcPi: 0.18 (ENCLOSED)
055 (PARTIALY ENCLOSED)
NER. ARCHITECT, AND CONTRACTOR NOTE:
-CHECK FOR SHOP DRAWINGS AND INSPECTIONS OF REINFORCEMENT IN THE FIELD 15 REQUIRED IF
THIS OFFICE 15 TO BE HELD RESPONSIBLE FOR THE STRUCTURAL ADEQUACY OF THE CONSTRUCTED
BUILDING.
SHORING, RE- SHORING, AND TEMPORARY BRACING:
-ALL SHORING, RE- SHORING AND TEMPORARY BRACING REQUIRED IN TH15 PROJECT IS TO 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 RESPONSIBLE 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 SLABS IT IS 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. TH15 INCLUDES THE ADDITION OF WHATEVER SHORING, TEMPORARY
BRACING, ETC. THAT MAY BE NECCESARY. 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 SITE EMPLOYEE SAFETY, OSHA OR LABOR
LAW REQUIREMENTS FOR A CONSTRUCTION PROJECT. SAFETY AND COMPLIANCE WITH OSHA
AND LABOR LAWS ARE THE ABSOLUTE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND
THOSE CONSULTANTS HE HIRES TO ADDRESS THESE MATTERS. THE STRUCTURAL ENGINEER OF
RECORD SPECIALIZES IN STRUCTURAL DESIGN ONLY, AND THE BOARD OF PROFESSIONAL
REGULATION FORBIDS HIM FROM ASSUMING REBFON5151L €TY OUTSIDE HIS AREA OF EXPERTISE
APPLICABLE CODES:
IN MY PROFESSIONAL JUDGEMENT AND THE BEST OF MY KNOWLEDGE AND BELIEF,
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 IS STILL RESPONSIBLE FOR COMPLYING
WITH ALL APPLICABLE CODES AND ORDINANCES IN THE EVENT OF CONFLICT OR OVER51GHT
IN THESE DRAWINGS, THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE ARCHITECT OR ENGINEER
OF ANY CONFLICT OR DISCREPANCY ENCOUNTERED 50 THAT APPROPRIATE REMEDIES MAY BE
UNDERTAKEN.
-THE APPLICABLE CODES ARE:
FLORIDA BUILDING CODE, LATEST EDITION. (2010)
A.G.I. 318 BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.
A.G.I. 530 BUILDING CODE REQUIREMENTS FOR MA50NRY STRUCTURES. (2008 EDITION)
NATIONAL PE51GN SPECIFICATION FOR WOOD CONSTRUCTION. (2005 EDITION)
A.I.S.C. MANUAL, 13th. EDITION.
P.C.I. DESIGN HANDBOOK
SHOP DRAWING SUBMITTALS:
- SUBMIT FIVE PRINTS OF ALL SHOP DRAWINGS LISTED BELOW. IF SIGNED AND
SEALED SHOP DRAWINGS ARE REQUIRED, THEN SUBMIT TWO ADDITIONAL SIGNED AND SEALED
PRINTS FOR APPROVAL.
-SHOP DRAWNG5:
REINFORCING STEEL,
STRUCTURAL STEEL.
PRECAST /PRESTRESSED CONCRETE.
CONCRETE MIX DESIGN.
ROOF TRUSSES
OPEN WEB STEEL JOISTS
ELECTRICAL CONDUITS
-WHERE REINFORCING STEEL CONGESTION PERMITS, CONDUIT AND PIPES UP TO 1" DIAMETER MAY BE
EMBEDDED IN CONCRETE PER ACI 318, SECTION 63. SPACE AT 3 DIAMETERS O.C. PLACE BETWEEN
OUTER LAYERS OF REINFORCING IF CONDUITS ARE SIGNIFICANTLY CONGESTED, ADDITIONAL
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,
FOOTING 5CPEDULE
MARK
S 1 ZE
W x L x D
REINFORCEMENT
REMARKS
LONG.
TRANS.
WF -16
16 "xCONTx12"
2 05
-
I 3 TIES 63"
WF -24
24 "xCONT.xl2"
3 05
*4 624"
No. 4 SPACING
EACH END
w z
8" x 24"
6 05
*3f e8"
` w
CF -30
3' -0" x 3' -0" x 12"
4 *5
4S
03
CF -40
4' -0" x 4' -0" x 12"
5 *5
5 *5
AND REINFORCING
CF -46
4' -6" x 4' -6" x 16"
5 05
5 05
WELL COMPACTED
CE -66
6' -6" x 6' -6" x 16"
1 *6
1 *6
T 4 B
t',
NUMBER AS VERT. REINF.
z
(SET TO CLEAR BARS
z
LL_
R5-1
+ 24' -2"
all
12"
NOTE :
I. CONTRACTOR TO PROVIDE 05 CORNER BARS LAPPED MIN. 30" EACH WAY,
FOR EACH BAR IN FOOTING.
COLUMN 5CHEDULE
MARK
SIZE
REINFORCEMENT
REMARKS
VERTICALS OR BASE fE
TIES OR CAP iE
(D 4 (f�
all x 12"
4 "5
*3f7 e8"
I 3 TIES 63"
�2
8" x 22"
6 05
*3f768"
No. 4 SPACING
EACH END
w z
8" x 24"
6 05
*3f e8"
` w
®
H55 4 "x4 "A /4"
SEE DETAIL
SEES DETAIL
03
O8"
x 23"
6 ' y✓
3Fla8"
AND REINFORCING
MC -1
16" x 16"
4 *5
*2 F] 624"
WELL COMPACTED
_
m
FILL
Q EL. SEE PLAN
Q�
±- - -'
DOWELS SAME SIZE 4
NOTE :
Q DENOTES COLUMN START
DENOTES COLUMN END
T-011
1' -10"
Niz-
co
n v n
4'
Qa
COL.O DET. 4 #3 HAIRPIN 6 8 "O /C
TIE GOL. DET, COL -MI 4 (3) DET.
�r
11-411
INN ■ ■■■
■ ■ ■I.'
OFFSET *8 AND LARGER
SIZE (INCHES)
BARS ONLY
TOP REINFORCING
STIRRUPS
MARKS
FINISH FLOOR OIR
d
p
INTERMEDIATE
I 3 TIES 63"
TIE BEAM 5EE
6
MC -1 DET.
STANDARD HOOK
ROOF OR COLUMN
TERMINATION PT.
—3 TIES 63"
(r, OF COLUMN
AND FOOTING
(U.ON. IN PLAN)
DOUBLE TIES (3" G.CJ-
MARK
OFFSET *8 AND LARGER
SIZE (INCHES)
BARS ONLY
TOP REINFORCING
STIRRUPS
MARKS
FINISH FLOOR OIR
d
p
INTERMEDIATE
I 3 TIES 63"
TIE BEAM 5EE
6
PLAN
SIZE
No. 4 SPACING
EACH END
w z
DOUBLE TIES (3" G.G.
8"
AT BEND POINT)
` w
Q
"2
JOINT J -2
03
CONCRETE SLAB, SEE
PLAN FOR THICKNESS
EL. SEE PLAN _
AND REINFORCING
VAPOR BARRIER
2 05
SEE SPECS.
W q
WELL COMPACTED
_
m
FILL
Q EL. SEE PLAN
Q�
±- - -'
DOWELS SAME SIZE 4
t',
NUMBER AS VERT. REINF.
z
(SET TO CLEAR BARS
3" STANDARD ABOVE)
CLR HOOK
FOR FOOTING SIZE AND
REINFORCING, SEE 5CHEDULE
I.- USE *3 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 18" OR *4 AT 24" WHICHEVER 15 SMALLER
TYPICAL CONCRETE COLUMN 5PL ICE DETAIL
N.T.S.
C E AM SCHEDULE
MARK
TOP
ELEV.
SIZE (INCHES)
BOTTOM. REINF.
TOP REINFORCING
STIRRUPS
MARKS
N
D
"All
BARS
11511
BARS
"C"
BARS
"T"
BARS
"E"
BARS
SIZE
No. 4 SPACING
EACH END
T15-1
+ VARIES
8"
12"
2 *5
Q
"2
2 *5
03
4612" BAL 645"
T5-2
+ 12' -9"
8"
20"
2 05
C�
C3
2 05
03
4612" BAL @48"
WU
o
t',
O o
z
z
LL_
R5-1
+ 24' -2"
all
12"
2S
z
w
2 05
o
#3
�L
0
v>
o
U
U
5-1
+121-911
all
34"
2 *l
2 *1
* 3
12"
o
5-2
+ 12' -9"
8"
34"
4 *1 ( 0
4 *1 (r)
2 *1
03
6 m611, BAL '612
0-) IN TWO LAYERS
0) IN TWO LAYERS
BELOW TOP REINF.
5-3
+ 12' -9"
all
34"
6 *1 (0
AS NOTED
2 *1
* 3
12 66 ", 8 -68 ", BAL 612
JOB
5-4
+ 12' -9"
all
34"
2 *1
2 *1
S
* 3
m 16"
5-5
+ 12' -1 1/2"
16"
24"
3 *6
PAUL
3 *6
FLORIDA
* 3
9 16"
c A.
GREATER OF 0.5
LI OR 0.3 L2
30 BAR 0.3 L
D I A.
"T" BARS
0.3 L
"Ell BARS ..C.. B A R S / 2 2 llc;ll BARS
IIAII BAR5 II f� /r 11 gARS
LL I L 2 �L3
EMBED 12 BAR D I AM.
NOTE :
1 "L" IS THE LONGER OF ADJACENT SPAN.
2. 8" WIDE BEAMS TAKE A MAXIMUM OF 2 BARS PER LAYER.
3. STIRRUPS TO 5E CLOSED TYPE WITH 135° HOOK.
4. MID BARS TO BE 15 012" E.F. WHENEVER BEAM DEPTH
IS LARGER THAN 2' -0"
5. CONTRACTOR TO PROVIDE 2 #5 CORNER BARS LAPPED
MIN, 30" EACH WAY.
"B" BARS LENGTH L/3
2' -2"
(TYPJ
"A" BARS
MID BARS -
L4
STIRRUPS
s
v
0
I
Ln
i
"C" BARS FOR 12" OR E
WIDER BEAMS.
TOP BARS
"C" BARS (FOR 8" BMS.)
CD
MID tt BARS (SEE NOTE 4)
Lu
"MID" BARS (SEE NOTE 4) c
Ul
i
BOTTOM BARS
U
NOTE : QUANTITY OF "MID" BARS VARIES W/ BEAMS DEPTH. j
SEE BEAMS SEE NOTE -4 ON BAR PLACING DIAGRAM i-
TYPICAL BAR PLACEMENT DETAIL �
a_
N.t.B.
\SS "A" LAP SPLICE
"T" BARS RUN CONTINUOUS OR
LAP AS REQ'D. AT MID SPAN.
0.3 L
T/- "E" BARS
STD. HOOKS
(o. TOP AND BOTTOM REINFORCEMENT SHALL BE CONTINUOUS FOR ALL TIE BEAMS,
I. AS PER ACI 310 -02, SECTION 1.13.2.2 IN EXTERIOR PERIMETER BEAMS PROVIDE
ADDITIONAL BOTTOM REINFORCEMENT OVER THE SUPPORTS EQUAL TO AT LEAST 25% OF
THE LARGER TOTAL BOTTOM REINFORCEMENT AREA CALLED OUT FOR THE MID -SPAN OF
ADJACENT BEAMS, AND IN ADDITION, AT LEAST 20% OF THE TOP REINFORCEMENT, BUT NO
LESS THAN TWO BARS, SHALL BE CONTINUOUS OVER ALL SUPPORTS. THIS ADDITIONAL
REINFORCEMENT IS TO BE SPLICED WITH A TENSION "CLA55 A" SPLICE BEGINNING AT THE
FACE OF THE SUPPORT.
TYPICAL 5EAM BAR PLACING DIAGRAM
N.T.S.
l }d f $ f 1
W
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DATE
04 -30 -13
JOB
13029
SHEET
S
-1.0
OF
SHEETS
PAUL
A. MARTINEZ
FLORIDA
REG. No. 42650
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