12-1371-013STRUCTURAL NOTES:
-COORDINATE ALL DIMENSIONS, ELEVATIONS 6 OPENINGS WITH ARCHITECTURAL DRAWINGS. REPORT
ANY DISCREPANCIES TO OUR OFFICE.
FOUNDATIONS:
-SOIL STATEMENT- VISUAL INSPECTION OF THE SITE SHOWS A SOIL OF LIMESTONE WITH SANDY
POCKETS AND WITH A LAYER OF TOPSOIL, TH15 LIMESTONE HAS A SAFE BEARING CAPACITY IN
EXCESS OF 2000 peF, AT THE TIME OF CONSTRUCTION A LICENSED ARCHITECT OR POFE65IONAL
ENGINEER SHALL SUBMIT TO THE BUILDING OFFICIAL A LETTER ATTESTING THAT THE SITE HA5
BEEN OBSERVED AND THE FOUNDATIONS CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE
DESIGN 15 BASED.
-TREES, BRUSH, ROOTS, TOPSOIL, RUBBLE, ORGANICALLY CONTAMINATED OR OTHERWISE
OBJECTIONABLE MATERIALS ENCOUNTERED ARE TO BE REMOVED FROM STRUCTURAL AREAS OF
THE SITE. Fc R 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.
=TIDE PROPOSED ENGINEERED FILL MATERIALS ARE TO BE PLACED IN LIFTS NOT EXCEEDING
EIGHT (a) INCHES LOOSE MEASURED THICKNESS IN UNCONFINED LIFTS OR 6" IN CONFINED AREA5.
EACH LIFT 15 TO BE COMPACTED AS FOLLOWS;
I,- SLAB ON GRAD>n: MINIMUM OF 95% MAXIMUM DENSITY BY ASTM D1551,
2.- FOOTING BEARING: MINIMUM OF 951 MAXIMUM DENSITY BY ASTM D1551.
AS PER F.B.C. 105.11 BUILDING COMPONENTS AND BUILDING SURROUNDINGS REQUIRED TO BE
-PROTECTED FROM TERMITE DAMAGE IN ACCORDANCE WITH 1503.4.4, 1004.6.2.1, 1916.1.5, 2304 OR
2603.3, Ofd REQUIRED TO HAVE
CHEMICAL SOIL TREATMENT IN ACCORDANCE WITH lal6 SHALL.- NOT BE COVERED OR CONCEALED
UNTIL THE �ELEASE FROM THE BUILDING OFFICIALHAS BEEN RECEIVED.
ALL BUILDINGS SHALL HAVE PRE -CONSTRUCTION TREATMENT PROTECTION AGAINST
SUBTERRANEAN TERMITES AS PER F.B.C. 1016.1.7. A CERTIFICATE OF COMPLIANCE SHALL BE ISSUED
TO THE BUILDING DEPARTMENT F3Y THE LICENSED PEST CONTROL COMPANY THAT CONTAINS THE
FOLLOWIN� STATEMENT: "TNF PUILi 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:
MARK
SIZE
UJ x L x D
-COMPRESSIVE
STRENGTH AT 20 DAYS:
LONG.
SLAB ON FIILL:
3000 P51
ALL OTHER POURED -IN-PLACE CONCRETE:-_
3000 PSI
GROUT:—I _
3000 PSI
-TEST:
24"xCCNT.xl2"
A MIN. OF 5 CONCRETE SPECIMENS SI -TALL BE TAKEN FROM EACH 50 CU, YD, OR' PORTION
THEREOF SPECIMENS SHALL BE TESTED AGCORDING TO A.S.T.M, C-39, ONE AT 3, ONE AT 1,
AND 3 AT ?a DAYS.
3O
-COVER:
6 115
CONCRETEDEPOSITED AGAINST THE GROUND:
3"
FORMED CONCRE=TE IN CONTACT WITH THE GROUND:
-2"
BEAMS AND COLUMNS:
SEE DETAIL
INTERIORLABS:
3/4"
EXTERIORSSLAT3S:
4 115
4 #5
5LA5 ON FILL: (PLACED ACCORDING TO ACI 302)
-JOINTS:
50LATION JOINTS MUST BE USED AT JUNCTIONS WITH WALLS AND COLUMNS, USE 1/2" THICK PREMOLDED
JOINTS FUI L DEPTH OF SLAB,
CONTROL�JOINTS PLACFp AT CENTERLINE OF COLUMN LINES PROVIDE INTERMEDIATE JOINTS IF
COLUMN 5'1P4CING IS GREATER THAN 30'. IN 51DEWALK5 PROVIDE TOOLEp JOINTS SPACED AT
INTERVALS EQUAL TO THE WIDTH OF THE SLAB.
4" d 5" SLIABS: P DEEP TOOLED
JOINTS MUST BE SAWED BEFORE 24 HOURS AFTER CONCRETING.
CONSTRUaTION JOINTS MUST BE PLACED IN THE SLAB WHERE BUILDING EXPANSION JOINTS ARE
SHOWN AND WHERE CONTROL JOINTS ARE 5000,,
WHEN CONCRI=TING AND OPERATING ARE CONCLUDED FOR THE DAY, CONSTRUCTION JOINTS SHALL
BE FORMED WITH DURKE KEYED KOLD METAL JOINT FORM OR APPROVED EQUAL.
-VAPOR BARRIERS:
WATERPROOF MEMBRANES (OVERLAPPED 6" AT JOINTS) WITH A PERMEANCE OF LESS THAN 0.31
PERMS IN ACCORDANCE WITH A.5,T1" I. i SHALL BE PROVIDED UNDER INTERIOR 51 WHERE
NO VAPOR BARRIER IS USED THE SUBGRADF MUST BE DAMPENED WITH WATER IN ADVANCE OF
CONCRET NG NO FREE WATER STANDING ON THE SUBGRADE NOR ANY MUDDY OR 50FT SPOT 15
PERMITTED.
-ANY STRUCTURAL MEMBER PFNFTRATING SLAB ON FILL IS 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 51= COMMENCED IF REQUIRED 5ROOMING SHALL ESE AFTER THE STEEL
TROWELING OPERATION.
-SLAB FINIISHES: (UNLESS OTHERWISE NOTED Bl' THE ARCHITECT)
U)
DUILDING:1— STEEL TROWELED
OUTSIDE SLAT : __ GROOMED
REINFORCING 5TI=1=L:
-REINFORCING BARS CONFORMING TO A. ,,T,M, A-615 GRADE 60, INCLUDING COLUMN AND BEAM TIES,
-WELDED DIRE FABRIC CONFORMING TO A.S,T.M, A-105 AND SUPPORTED ON 51 BOL5TER5
SPACED AT 3'-0" O/C.
FABRICATION AND DETAILING ACCORDING TO
-ALL AGC 55ORIE= ? TO HAVE UPTURNED LEGS AND DE PLASTIC DIPPED AFTER FABRICATION.
STRUCTURAL STEEL:
-ALL STRUCTURAL. STEEL PLATES, ANGLE=S, M, 5, C MC SHAPES SHALL CONFORM To A.S,T.M. ,A-36,
-ALL STRUCTURAL STEEL WELDING SHALL TEE PERFORM WITH A.W.S. P,I,I.
-ALL ANCHOR BOLTS SHALL CONFORM TO A.S.T.M. A-301.
-ALL BOLTS SHALL CONFORM TO A.S.T.M. A-325.
-ALL SQUARE/RECTANGULAR COLUMNS SHALL CONFORM TO A.S.T.M, A-500, GRADE C (Fy = 46 K51),
-PROVIDE ONE SHOP COAT OF RUST INHIBITING PAINT MIN. 3 ML, DRY FILM THICKNESS).
-FABRICA-JIONS AND ERECTIONS SHALL BE DONE IN ACCORDANCE WITH THE LATEST
Un A.I.S.G. SP CIFICATIONS.
i WELDING-
-ALL WELpING SHOULD BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH BY
A.U.S. BY ERTIFIFD WELDERS.
-CONTRA C toRS To USE F-70 SERIES LOW HYDROGEN ELECTRODES.
EL
<„ TIM5tR:
< -ALL JOISTS AND RAFTERS SHALL HAVE A MIN. 5TRE55 GRADE OF Fb - 1200 P6, E=1,100,006 PSI (50UTHFRN YELLOW PINE).
-TRUS5 ("MANUFACTURER TO SUBMIT SIGNED AND SEALED SHOP DRAWINGS AND CALCULATIONS FOR
APPROVA� INDICATING ALL REACTIONS TO THE SUPPORTING STRUCTURE.
PRE-FA5R ATIED WOOD TIRIJ66ES
-SHALL B DESIGNED AND FABRICATED IN ACCORDANCE WITH THE TRU55 PLATE INSTITUTE (T.P.I.),
LATEST EDITION. TRUSSES To BE ERECTED FOLLOWING THE GUIDELINES OF THE T.-1.1. PUBLICATION
BWT-16, SUBMIT LAYOUT PLAN AND INDIVIDUAL DRAWINGS FOR EACH DIFFERENT TRU55, SIGNED AND
w SEALED B17 A FLORIDA REGISTERED PROFESSIONAL ENGINEER, FOR APPROVAL BY STRUCTURAL
n FNGINFFR PRIOR To FABRICATION.
-GENERAL CONTRACTOR TO PROVIDE -PERMANENT LATERAL BRACING OF THE BOTTOM CHORD AND
THE WEB IEMBERS IN ACCORDANCE WITH RECOMMENDATIONS OF T,P.I. 5WT-16 AND THE REQUIREMENTS
OF THE INDIVIDUAL TRU55 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" CIC AT
TOP CHORD, BOTTOM CHORD, AND WEB MEMBERS.
-CONTRACTOR TO SUBMIT 51GNE=D AND SEALED SHOP DRAWINGS BY A DELEGATED SPECIALTY
E=NGINEER FOR ALL TRUSS TO TRU55 CONNECTIONS. TRU55 MANUFACTURER TO VERIFY UPLIFT AND
GRAvIT-i' TRUSS REACTIONS SHOWN ON FRAMING PLANS.
-ALL TRUSSES AND/OR JOIST SHALL BE SECURED TO THE BEARING PARTITIONS OR THE BEAMS WITH
HURRICANE STRAPS A5 INDICATED ON PLANS, STAGCnER TRUSSED 45 REQUIRED 140 ACHIEVE PROPER
BEARING (14" MIND,
N -PROVIDE AN 10 GAGE METAL STRAP TO TIE DOWN ALL THE "PIGGY BACK" TRUSSES To THE MAIN
TRUSSES AT ALL THE BEARING POINTS.
ELECTRICAL C�����
CD -
u' -WHERE REINFORCING STEEL CONGESTION PERMITS, CONDUIT AND PIPES UP TO I" DIAMETER MAY DE
EMBFDDEp IN CONCRETE PER AGI 310, SECTION 63, 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
E FOR EVALUATION
LLJ SHOP DRAWING SUBMITTALS:
W -SUBMIT FIVE PRINTS OF ALL SHOP DRAWINGS LISTED BELOW. IF SIGNE=D AND
SEALED SHOP DRAWINGS ARE: REQUIRED, THEN 5U5MIIT TWO ADDITIONAL 5IGNED AND SEALED
z PRINTS FOR APPROVAL.
J -SHOP DRAWINGS:
REINFORCING STEEL.
STRUCTURAL STEEL.
CONCRETE MIX DESIGN,
ROOF TRUSSES
MASONRY WALLS:
-BEARING MASONRY SHOWN THUS IN PLAN SHALL BE ERECTED PRIOR TO THE
STRUCTURE ABOVE HAS BEEN POUR D.
-NON-PEAKING MASONRY SHOWN THUS I IN PLAN SHALL FSE ERECTED AFTER THE
STRUCTURE ABOVE HAS BEEN POURED.
-MORTAR CONFORMING TO 4.5,T.11. C-210 TYPE "M" (2500 PSI).
-PROVIDE 9 GAGE LADDER TYPE HORIZONTAL REINFORCEMENT AT 16" O/C (FOR REINFORCED
WALLS).
-PROVIDE e GAGE TRUSS TYPE HORIZONTAL REINFORCEMENT AT IV' O/C (FOR NON -REINFORCED
WALLS)
-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 ASTM C416
-PRIMS STRENGTH OF MASONRY UNITS SHALL BE MINIMUM OF "m = 1500 PSL (i = 1900 PSI)
-MAXIMUM POUR LIFT FOR MASONRY UNITS AND GROUT POUR HEIC:;HT 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 15LOGK6 SHALL BE C-90 TYPE, PLACED IN RUNNING BONDS.
DESIGN CRITERIA:
(SUPERIMPOSED LOADS)
-LIVE LOAD: 30 P5F (ROOF)
-DEAD LOAD: —20 P5F (ROOF)
30 P5F (LIVING AREAS)
-WIND LOAD: —PER A,S,C.E. 1-10
RISK CATEGORY: H
EXPOSURE - "C"
IMPORTANCE: 1.00
WIND VELOCITY: 115 MPH
MEAN ROOF HEIGHT: 24.7'
GcPi: 0.18 (ENCLOSED)
0.55 (PARTIALY ENCLoSFD)
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 RESPONSIBLE FOR THE STRUCTURAL ADEQUACY OF THE CONSTRUCTED
BUILDING,
SHORIN* RE -SHORING AND TEMPORARY BRACING:
ALL SNORING, RE -SHORING AND TEMPORARY BRACING REQUIRED IN THIS PROJEGT IS TO BE
DESIGNED BY FLORIDA PROFESSIONAL ENGINEER WHO SPECIALIZES IN FORM WORK/TEMPORARY
BRACING DE51GN, AND WHO HAS BEEN HIRED BY THE GENERAL CONTRACTOR. THE GENERAL
CONTRACTOR IS THE ULTIMATE RESPONSIBLE PARTY FOR SHORING, RE -SNORING, 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 SPECIFIG CASE OF POURED 5LA55 IT 15 HIGHLY
RECOMMENDED CHAT 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 IS DESIGNED TO BE SELF-SUPPORTING AND STABLE AFTER THE BUILDING IS
FULLY COMPLETED. IT 15 THE CONTRACTOR'S SOLE RESPON5IBILITY TO DETERMINE ERECTION
PROCEDURE AND SECQUENCE AND INSURE THE SAFETY OF THE BUILDING AND ITS COMPONENT
PARTS DURING ERECTION. THIS INCLUDES THE ADDITION OF WHATEVER SNORING, TEMPORARY
BRACING, ETC. THAT MAY BF NECCESARY. SUCH MATERIAL SHALL REMAIN THE CONTRACTOR'S
PROPERTY AFTER COMPLETION OF THE PROJECT.
-THE STRUCTURAL ENGINEER OF RECORD DOES NOT PO55E5, NOR PRESUMES TO P05SES ANY
KNOWLEDGE OR EXPERTISE IN MATTERS TO JOB SITE EMPLOYI=E SAFETY, OSHA OR LABOR
LAW REQUIREMENTS FOR A CONSTRUCTION PROJECT. SAFETY AND COMPLIANCE WITH OSHA
AND LABOR LAWS ARE THE AE35OLUTE 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 RE5PON515ILITY OUTSIDE HIS AREA OF EXPERTISE
APPLICABLE CODES:
IN MY PROIFFSSIONAL JUDGEMENT AND THE BEST OF MY KNOWLEDGE AND BELEIF,
THESE PLANS AND SPECIFICATIONS COMPLY WITH THE FLORIDA BUILDING CODE.
-ALTHOUGH THE ENGINEER OF RECORD HA5 STRIVED TO MEET ALL APPLICABLE CODES AND
LOCAL ORDINANCE REQUIREMENTS, THE CONTRACTOR IS STILL RFS( CN51BLE FOR COMPLYING
WITH ALL APPLICABLE CODES AND ORDINANCES IN THE EVENT OF CONFLICT OR OVER5IGHT
IN THE DRAWINGS THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE ARCHITECT OR ENGINEER
OF ANY CONFLICT OF, DISCREPANCY ENCOUNTERED SO THAT APPROPRIATE REMEDIES MAY F3F
UNDERTAKEN
-THE APPLICABLE CODES ARE:
FLORIDA BUILDING CODE, LATEST EDITION.(2001 W/2009 SUPLEMENTS)
A.G.I. 31a BUILDING CODE REQUIREMENTS FOR STRUCTURAL CONCRETE.
A.C.I. 530 BUILDING CODE REQUIREMENTS FOR MASONRY STRUCTURES. (2000 EDITION)
NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION. (2005 EDITION)
A.LS5C. MANUAL, 13th. EDITION.
P.C.I. DESIGN HANDBOOK
STANDARD HOOK
ROOF OR COLUMN
TERMINATION PT
DOUBLE TIES (3" G.G.)
OFFSET #a AND LARGER
BARS ONLY
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 SPECS.
WELL COMPACTED
FILL
3 TIES 5)311
�- OF COLUMN
AND FOOTING
(U -0-N, IN PLAN)
3 TIES o3"
�1
4'—'
CONCRETE 5LA5, SEE
PLAN FOR THICKNE55
AND REINFORCING
DOWELS SAME 61ZE 4
NUMBER AS VERT. REINF.
(SET TO CLEAR MARS
3" STANDARD 4EBOVE)
CLF, HOOK
FOR FOOTING 51ZE AND
REINFORCING, SEE SCHPDULI=
I.- USE 03 TIES FOR #10 VERTICAL REINFORCING OR SMALLER.
2,- TIE SPACING SHALL DE:
A - LEAST DIMENSION OF COLUMN
B - 16 TIMES MAIN BAR DIAMETER
C - 03 AT IS" OR 04 AT 24" WHICHEVER 15 SMALLER
TYFICAL CONCRETE COLUMN SFLIGE DETAIL
N,T.S.
FOOTING 5CHEI)U1 E
MARK
SIZE
UJ x L x D
REINFORCEMENT
REMARKS
LONG.
TRANS.
WF -16
16"xCONT.xl2"
2 #5
-
"5"
BARS
WF -24
24"xCCNT.xl2"
3 #5
#4 o24"
No. 4 SPACING
EACH END
3O
a" x 21"
6 115
#3 ILI -og l
2 #5
CF -20
2'-0" x 2'-0" x 12"
3
SEE DETAIL
# 3
CF -30
3'-0" x 3'-0" x 12"
4 115
4 #5
all
CF -36
3'-6" x 3'-G " x 16"
4 #5
4 #5
2 #5
NOTE ;
1. CONTRACTOR TO PROVIDE #5 CORNER (BARS LAPPED MIN, 30" EACH WAY,
FOR EACH BAR IN FOOTING,
COLUMN SC;PEDULE
MARK
SIZE
REINFORCEMENT
REMARKS
VERTICALS OR 5,46E
TIES OR CAP iR
REMARKS REMARKS
all x 12"
4 #5
#30 Vall
"5"
BARS
®
12" x 12" --
4 #6
SIZE
No. 4 SPACING
EACH END
3O
a" x 21"
6 115
#3 ILI -og l
2 #5
®
HSS 3 1/21'x3 1/2"x5/16"
SEE DETAIL
SEE DETAIL
# 3
!E,�
all I x 21''
Gall
& 0�1
1 1
all
4a'l
x 13"
4 *1b
ram
F3 �V 11
2 #5
# 3
4,a12" E3AL x4a''
RTi
MOTE :
DENOTES COLUMN START
0 DENOTES COLUMN END
0
c -,CL T jCd COL. DET5,
#3 HAIRPIN
cc
� a olG
COL.(Z2E)1=.
CCLl (/�6) DET.
SEAM 5CHEDULE
MARK
TOP
SIZE (INCHES)
BOTTOM. R EINF.
TOP REINFORCING
STIRRUPS
REMARKS REMARKS
D
"A"
BARS
"5"
BARS
"C"
BARS
"T"
BARS
"E"
BARS
SIZE
No. 4 SPACING
EACH END
TB -1
VARIES
all
12"
2 #5
LL
LL
q
2 #5
# 3
4V12" BAL X48"
TB -2
22'-3"
all
4a'l
2 #5
2 #5
# 3
4,a12" E3AL x4a''
RTi
VARI)^5
a"
12"
2 #5
LOT 5
2 #5
# 3
4'a12" BAL @40"
RAKED BEAM
R5-1
22'-3"
all
3211
2 #6
2 00
# 3
03
5-1
12'-0"
all
36"
2 01
2 #1
# 3
#3 010" O/C,
B-2
9'-0"
all
2411
2 06
2 06
# 3
#3 'a10" O/C.
a,l
3011
2 #6
2 #6
# 3
03 viol' O/C,
1'-1"
a"
24"
2 #1
2 #1
# 3
4*3 a31' O/G.
PROvIDE 3#1 EF INTERMIDIATE BARS EQ SPA
}5-r4
1 -d -J
10'-qll
0.11
2/.. II
2 #v_i
2 #0
# 3
#3 01011 O/(--.
G: F,EATER OF 03
LI OR 0.3 L2 1T11 5AR-c
117 54R' 30 E54R 0.3 L 0,3 L
D A.
4✓ �ll � 1
'4''
n11 E3A fP,5
L 1 L 2
EME'ElD 12 5AR1 DfAM.
NOTE
1 "L11 15 THE LONGER OF ADJACENT STAN_
2. all FIDE f3EAMS TA ,E A 1 1AXIMUI"" OF 2 BAR5 FER
3, STIRRUPS TO F3E GL05ED T`° FE WITH 135° H00<,
4. MID 'BARS TO BE S 012" E.F, WHENEVER F)EAM DEFTH
15 LARGii,EF, THAN 2'=0
a. CONTACTOR TO f�RC)VIDE 2 # COFNER BARS LAFF)ED
MIN, 30" EACH WAY,
"5 " 5 -ARS LENGTH L/3
21-211
(TYFz).)
11,411
5ARS
L3
A 11 BARS
f -MIG BARS-
L4
STIRRUPS
LASS "All LAP &FLIGE
— "T" BAR5 RN CONTINUOUS OR
LAF AS REQ'D. AT MID SRAM.
0.3 L I
"Ell
E3ARe
STD. HOOKS
ro, TOfD AND }75OTTOM REINFCFrCEMENT 5H41-1- 5E CONTINUOUS FOR ALL TIE 5EAM5
1. 45 FEF, ACI 310=02, SECTION 1.13.2.2 IN EXTERIOR f FR1MFTFF' F EEA 15 FFOVIDE
ADDITIONAL 5OTTOM REINFORCEMENT OVER TI 1E SUFFORTS EOUAL TO AT LEAST 251% OF
THE LARC-TER TOTAL 50TTOM REINFORCEMENT AREA CALLED OUT FOR THE MID-5F4N OF
ADJACENT 5GAM5, AND IN ADD (TION, AT LEAST 20% OF THE TOIL RF INFORCEMENT, 5UT No
LE55 THAN TWO )BARS, SHALL 5E CONTINUOUS OVER ALL SUPPORTS- THIS ADDITIONAL
REINFORCEMENT 15 TO 5E 51DLICED WITH A TENION "CLA55 A" 5f LICE 5EGINNINC3 AT THE
FACE OF THE 5UFFCRT,
T'r FICAL SEAM 5AR FLACINe DIAGRAM
N.T.S.
"C" BARS FOR 12"
OR WIDER BEAMS
TOP BARS
X�[ "C" BARS (FOR a" DMSJ
"MID" DABS (SEE NOTE 4)
N X
"MID" BARS (SEI= NOTE 4)
LuLu N ��
BOTTOM MARS
NOTE : QUANTITY OF "MID" BARS VARIES W/ BEAMS DEPTH.
SEE BEAMS SEE NOTE -4 ON BAR PLACING DIAGRAM
TYFICAL 5AR PLACEMENT DETAIL
N.T,S.
12 HAIRPIN � a"O/C
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REVISIONS
I.-
2.-
3.-
4,-
5.-
4. -
DATE : SEP(EM13ER, 2012
SCALE: AS N OI E D
DRAWN Y. SOSA
DESIGN HY: PAM
.TOB NO
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SEAL
REVISIONS
I.-
2.-
3.-
4,-
5.-
4. -
DATE : SEP(EM13ER, 2012
SCALE: AS N OI E D
DRAWN Y. SOSA
DESIGN HY: PAM
.TOB NO