12-1372-0795TRUCTUR L NOTE5:
GOORDINATION:
-COORDINATE ALL, DIMENSIONS; ELEVATIONS 4 OPENINGS WITH ARCHITECTURAL DRAWINGS, REPORT
ANY DISCREPANCIES TO OUR Ck-FICE.
FOUNDAT ION5:
-SOIL STATEMENT- VISUAL INSPECTION OF THE SITE SHOWS A SOIL OF LIMESTONE WITH SANDY
POCKETS AND WITH A LAYER OF TOPSOIL, THIS LIMESTONE HAS A SAFE BEARING CAPACITY IN
EXCESS OF 2000 psF. AT THE TIME OF CONSTRUCTION A LICENSED ARCHITECT OR POFESSIONAL
ENGINEER SHALL SUBMIT TO THE BUILDING OFFICIAL A LETTER ATTESTING THAT THE 51TE HAS
BEEN OBSERVED AND THE FOUNDATIONS CONDITION5 ARE SIMILAR TO THOSE UPON WHICH THE
DESIGN IS BASED.
III -DING PAD PREPARATION:
-TREES, 5RU5H, ROOTS, TOPSOIL, RUBBLE, ORGANICALLY CONTAMINATED OR OTHERWISE
OBJECTIONABLE MATERIALS ENCOUNTERED ARE TO BE REMOVED FROM STRUCTURAL AREA5 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 5ACKFIELD AND GOMPACTED.
-THE PROPOSED ENGINEERED FILL MATERIALS ARE TO BE PLACED IN LIFTS NOT EXCEEDING
EIGHT (3) 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 1 5% MAXIMUM DENSITY BY ASTM D1557,
2.- FOOTING BEARING: MINIMUM OF 95% MAXIMUM DENSITY BY ASTM D1551.
TE ITE PROTECTION:
AS PER F.B.C. 105.11 BUILDING COMPONENTS AND BUILDING SURROUNDINGS REQUIRED TO BE
-PROTECTED FROM TERMITE DAA/AGE IN ACCORDANCE WITH 1503.4.4, 1804.62,7, 1916.1.5, 2304 OR
2603.3, OR REQUIRED TO NAVE
CHEMICAL SOIL TREATMENT IN ACCORDANCE WITH 1316 SHALL NOT 5E COVERED OR CONCEALED
UNTIL THE RELEASE FROM THE BUILDING OFFICALHA5 BEEN RECEIVED.
ALL BUILDINGS SHALL HAVE PRE -CONSTRUCTION TREATMENT PROTECTION AGAINST
- SUBTERRANEAN TERMITES A5 PER F.B.G. 1816.1.7. A CERTIFICATE OF COMPLIANCE SHALL BE 165UED
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 ANP
LAWS ESTABLI&HED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER 11;ERVICE5"
CONCRETE:
MARK
-COMPRF5SIVE STRENGTH AT 28 DAYS:
RE INFORCEMENT
SLAB ON FILL:
3000 PSI
ALL OTHER POURED -IN-PLACE CONCRETE:-_
3000 P51
GROUT:
3000 PSI
TE5`1':
"B"
B14R5
A MIN, OF 5 CONCRETE SPECIMENS SHALL BE TAKEN FROM EACH 50 CU, YD, OR PORTION
THEREOF SPECIMENS SHALL BE TESTED ACCORDING TO A.S.T.M, C-39, ONE AT 3, ONE AT 7,
AND 3 AT 28 DAYS.
#4 o24"
-COVER:
o-
CONCRETE DEP051TED AGAINST THE GROUND:
3"
FORM)=D CONCRETE IN CONTACT WITH THE GROUND-
2"
BEAMS AND COLUMNS:
1-1/2"
INTERIOR 5LA55:
3/4"
EXTERIOR SLABS
1-1/2"
SLAB ON FILL: (PLACED ACCORDING TO ACI 302)
-JOINTS:
ISOLATION JOINTS MUST PE USED AT JUNCTIONS WITH WALLS AND COLUMN5, USE 1/2" THICK PREMOLDED
JOINTS FULL DEPTH OF SLAB.
CONTROL JOINTS PLACED AT CENTERLINE OF COLUMN LINES PROVIDE INTERMEDIATE JOINTS IF
COLUMN SPACING 15 GREATER THAN 30'. IN 51DEW4LK5 PROVIDE TOOLED JOINTS SPACED AT
INTERVALS EQUAL TO THE WIDTH OF THE SLAB,
4" 3 5" SLABS: 1" DEEP TOOLED
JOINTS MU57 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
PERMS IN ACCORDANCE WITH A.5.T.M. E-93 SHALL BE PROVIDED UNDER INTERIOR SLAB, WHERE
NO VAPOR BARRIER IS USED THE 5u5GRADE MUST BE DAMPENED WITH WATER IN ADVANCE OF
CONCRETING NO FREE WATER STANDING ON THE SUBGRADE NOR ANY MUDDY OR SOFT SPOT I5
PERMITTED.
-ANY STRUCTURAL MEMBER PENETRATING SLAB ON FILL 15 70 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 BROOMING SHALL BE .AFTER THE 5TEEL
T TROWELING OPERATION.
-SLAB FINISHE5: (UNLESS OTHERWISE NOTED BY THE ARCHITECT)
BUILDING: --- STEEL TROWELED
U
OUTSIDE SLAB: _ BROOMFD
REINFORCING STEEL:
-REINFORCING BARS CONFORMING TO A.S.T.M. A-615 GRADE 60, INCLUDING COLUMN AND BEAM TIES.
-WELDED FIRE FABRIC CONFORMING TO A_53M. A-185 AND SUPPORTED ON SLAB BOLSTERS
p SPACED AT 3'-0" O/C.
-FABRICATION AND DETAILING ACCORDING TO
I -ALL ACC=SSORIES TO HAVE UPTURNED LEGS AND E3E PLASTIC DIPPED AFTER FABRICATION.
-* STRUCTURAL STEEL:
cN
-ALL 5TRUCTURAL 5TEEL PLATES, ANGI_ES, M, S, C MC 5HAP1=S SHALL CONFORM TO 4.5,T,M. A-3(,.
10
W -ALL STRUCTURAL STEEL WELDING SHALL BE PERFORM WITH A,W.5. D.I.I.
-ALL ANCHOR L3CLT5 SHALL CONFORM TO 4.5.T.M. A-301.
-ALL BOLTS SHALL GONFORt-I TOcl
(LI) -ALL SQUARE/RECTANGULAR COLUMNS SHALL CONFORM TO A.5.T.M. A-500, GRADE C My = 46 KSI).
q -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.I.S.C, SPECIFICATIONS,
0
WELDING:
-ALL WELDING SHOULD BE PERFORMED IN ACCORDANCE WITH THE REQUIREMENTS SET FORTH BY
N A.W.S. BY CERTIFIED WELDERS.
-CONTRACTORS TO USE E-10 SERIES LOW HYDROGEN ELECTRODES.
C3' TIMBER:
o ALL JOIST5 AND RAFTERS SHALL HAVE A MIN. 5TRE55 GRADE OF I -b = 1260 F51, E=1,700000 F'S1 (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 WOOD1&66E5 :
-SHALL BE DE5IGNED AND FABRICATED IN ACCORDANCE WITH THE TRUSS PLATE INSTITUTE (T.P.I.),
LAI -EST EDITION. TRUSSES TO BE ERECTED FOLLOWING THE GUIDELINES OF THE T.P.I. PUBLICATION
BWT-16, 513M1T LAYOUT PLAN AND INDIVIDUAL DRAWINGS FOR EACH DIFFERENT TRUSS, 51GNED AND
i 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 MFMBERS IN ACCORDANCE WITH RI=COMMENDATIONS OF T.P.I. BWT-16 AND THE REaUIREMENTS
OF THE INDIVIDUAL TRUSS DESIGNS, SUBMIT PERMANENT BRACING PLAN FOR APPROVAL BY ENGINEER
CL PRIOR TO ERECTION, GIRDER TRUSSES TO BE BOLTED TOGETHER WITH 1/2" DIA. 5OLT5 AT 24" C/C AT
ri TOP CHORD, BOTTOM CHORD, AND WEB MEMBERS.
-CONTRACTOR TO 5UBMIT SIGNED AND SEALED SHOP DRAWINGS BY A DELEGATED SPECIALTY
L ENGINEER FOR ALL TRU55 TO TRU55 CONNECTIONS. TRU55 MANUFACTURER TO VERIFY UPLIFT AND
GRAVITY TRU55 REACTIONS 51-IOUN ON FRAMING PLANS.
-ALL TRUSSES AND/OR J015T SHALL BE SFCURFD 70 THE BEARING PARTITIONS OR THE BEAMS WITH
HURRICANE STRAPS A5 INDICATED ON PLANS. STAGGER TRUSSED 45 REQUIRED TO ACHIEVE PROPER
BEARING (4" MIND.
`11 -PROVIDE AN 13 GAGE METAL STRAP TO TIE DOWN ALL THE "PIGGY BACK" TRU55E5 TO THE MAIN
TRUSSES AT ALL THE BEARING POINTS.
ELECTRICAL CONDUITS
V' -WHERE REINFORCING STEEL CONGESTION PERMITS, CONDUIT AND PIPES UP TO 1" DIAMETER 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
G REINFORCING PERPENDICULAR TO PIPING MAY BE REQUIRED. REQUESTS TO EMBED LARGER PIPES
cD SHOULD BE ACCOMPANIED BY A DETAILED DESCRIPTION AND BE SUBMITTED TO THE ARCHITECT
L FOR EVALUATION.
LLJ
Ld
51-40P DRAWING SU13MITT45:
-SUBMIT FIVE PRINTS OF .ALL SHOP DRAWINGS LISTED 5FLOW, IF SIGNED AND
LIJ
SEALED SHOP DRAWINGS ARE REQUIRED, THEN SUBMIT TWO ADDITIONAL SIGNED AND SEALED
z PRINTS FOR APPROVAL.
J -SHOP DRAWINGS:
o REINFORCING 5TEEL.
STRUCTURAL 5TEEL.
-� CONCRETE MIX DESIGN.
ROOF TRUSSES
MA50NRY WALLS:
-BEARING MASONRY SHOWN THUS IN PLAN SHALL BE ERECTED PRIOR TO THE
5TRUCTURE ABOVE HAS BEEN POUR D.
-NON-BEARING MASONRY SHOWN THUS +1Kz=!-4l IN PLAN SHALL BF ERECTED AFTER THE
STRUCTURE ABOVE HAS BEEN POURED.
-MORTAR CONFORMING TO A.S.TM, 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 -REINFORCED
WALLS)
-WHENEVER ANCHORS BOLTS ARE TO BE SET IN MASONRY, TWO CELLS AT THE SETTING LOCATION
SHALL BE FILLED WITH CONCRETE.
-GROUT FOR MA50NRY UNITS SHALL CONFORM TO 45TM C410
-PRIM5 STRENGTH OF MASONRY UNITS SHALL BE MINIMUM OF F'm = 1500 Pal. (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, COI"IPRE551VE 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 Pap (ROOF)
-DEAD LOAD: 20 PSF (ROOF)
30 P5F (LIVING AREAS)
-WIND LOAD: PER A.S.C.E. 7-10
RISK CATI=GORY: _U
EXPOSURE - IICII
IMPORTANCE: 1,00
WIND VELOCITY: 115 MPH
MEAN ROOF HEIGHT: 24.1'
GcF!: 0.13 (ENCLOSED)
0.55 (PARTIALY ENCLOSED)
OWNER, ARCHITECT, ANp CONTRACTOR NOTE:
-CHECK FOR SHOP DRAWINGS AND INSPECTIONS OF REINFORCEMENT IN THE FIELD ARE REQUIRED
IF THIS OFFICE 15 TO BE HELD RE5PON51B9LE FOR THE STRUCTURAL ADEQUACY OF THE CONSTRUCTED
BUILDING.
5HORING, RE-514ORING. AND TEMPORARY BRACING:
-ALL SNORING, RE=SNORING AND TEMPORARY BRACING REQUIRED IN THI5 PROJECT IS To BE
DESIGNED BY FLORIDA PROFE55IONAL ENGINEER WHO SPECIALIZES IN FORM WORK/TEMPORARY
BRACING DESIGN. AND WHO H45 BEEN HIRED BY THE GENERAL CONTRACTOR. THE GENERAL
CONTRACTOR 15 THE ULTIMATE RE5PON51BLE PARTY FOR SHORING, RE -SNORING, AND TEMPORARY
BRACING REQUIRED ON TH15 PROJECT AND MUST SATISFY NIM5ELF WITH THE ADEQUACY OF THE
INSTALLATION OF THESE ITEMS AT ALL TIMES. IN THE SPECIFIC CASE OF POURED SL,456 IT 1,5 HIC:PLY
RECOMMENDED THAT THE GENERAL CONTRACTOR SECURE FROM THE SHORING DESIGNER A
CERTIFICATION Op 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 IS
FULLY COMPLETED. IT IS THE GONTRACTOR'5 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, TEMPORARY
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 P056ES ANY
KNOWLEDGE OR EXPERTISE IN MATTERS TO JOB SITE EMPLOYEE SAFETY, OSHA OR LABOR
LAW REQUIREMENTS FORA CON5TRUCTION PROJECT, SAFETY AND COMPLIANCE WITH OSHA
AND LABOR LAWS ARE THE ABSOLUTE RESPONSIBILITY OF THE GENERAL CONTRACTOR AND
TH05E CONSULTANTS HE HIRES TO ADDRESS THESE MATTERS. THE STRUCTURAL ENGINEER OF
RECORD SPECIALIZES IN STRUCTURAL DE51GN ONLY, AND THE BOARD OF PROFESSIONAL
REGULATION FORBIDS HIM FROM A55UMIN6 RESPONSIBILITY OUTSIDE HIS AREA OF EXPERTISE
A�ICA���COPEB:
IN MY PROFEa51ONAL JUDGEMENT AND THE PEST OF MY KNOWLEDGE AND BELEIF,
THESE PLANS AND SPECIFICATIONS COMPLY WITH THE FLORIDA BUILDING CODE.
-ALTHOUGH THE ENCxIN1=ER OF RECORD HAS STRIVED TO MEET ALL APPLICABLE CODES AND
LOCAL ORDINANCE REaUIREMENT5, THE CONTRACTOR 15 STILL RESPONSIBLE FOR COMPLYING
WITH ALL APPLICABLE COE5 AND ORDINANCES IN THE EVENT OF CONFLICT OR OVER51CxHT
IN THE DRAWINGS THE CONTRACTOR MUST IMMEDIATELY NOTIFY THE ARCHITECT OR ENGINEER
OF ANY CONFLICT OR DISCREPANC'1' ENCOUNTERED 50 THAT AP'f ROPRIATF REMEDIES MAY BE
UNDERTAKEN.
-THF APPLICABLE CODES ARE:
FLORIDA BUILDING CODE, LATEST EDITION.(2001 W/2009 SUPLEMENTS)
A.G.I. 318 BUILDING CODE REQUIRFMENTS FOR 5TRUCTURAL CONCRETE.
A.G.I. 530 BUILDING CODE REQUIREMENTS FOR MA5ONiRY STRUCTURES. (2008 EDITION)
NATIONAL DESIGN SPECIFICATION FOR WOOD CONSTRUCTION. (2005 EDITION)
A.1.5.C. MANUAL, 13th. ED1710N,
P.G.I. DESIGN HANDBOOK
STANDARD HOOK
ROOF OR COLUMN
TERMINATION PT
DOU15LE TIES (3" C,G,)
OFFSET #g AND LARGER
BARS ONLY
FIN15H FLOOR OR
INTERMEDIATE
TIE BEAM 5EE
PL AN
DOUBLE TIES (3" G.C.
AT BEND POINT) -
JOINT J-2
EL. SEE PLAN
VAPOR BARRIER
SEE SPECS. r
WELL COMPACTED
FILL
= my
3 TIES �@31I
�, OF COLUMN
AND FOOTING
(U.O.N. IN PLAN)
N lK q
a
m
1
3 TIES @3"
u, (-
CONCRETE SLAB, SEE
PLAN FOR THICKNESS
AND REINFORCING
FK
m�
p EL. SEE PLAN
DOWELS SAME SIZE 4
NUMBER AS VERT. RE INF.
(SET TO CLEAR BARS
3" STANDARD ABOVE)
CL R. HOOK
FOR FOOTING SIZE AND
REINFORCING, 5EE SCHEDULE
I.- USE 03 TIES FOR #10 VERTICAL REINFORCING OR SMALL R.
2.- TIE SPACING SHALL BE:
A - LEAST DIMENSION OF COLUMN
B - 16 TIMES MAIN BAR DIAMETER
G - 03 AT 18" OR #4 AT 24" WHICHEVER 15 SMALLER
T` PICAL CONCiPETE COLUMN 5FLICE DETAIL
FOOTING 5CHEDULE
MARK
SIZE
W x L x D
RE INFORCEMENT
REMARKS
LONG,
TRANS.
WF -16
16 "xCONT.xl2"
2 #5
-
"B"
B14R5
WF -24
24"xCONT.xl2"
3 05
#4 o24"
No. 4 SPACING
EACH END
o-
I I x 21'' -
— O #5
#3 1 1
- -
CF -20
2'-0" x 2'-0" x 12"
3 #5
3 #5
# 3
CF -30
3'-0" x 3'-0" x 12"
4 #5
4 *✓
8"
CF -36
3'-6" x 3'-&" x 16"
4 #5
4S
2 #5
NOTE :
I. CONTRACTOR TO PROVIDE #5 CORNER 5AR5 LAPPED MIN, 30" EACH WAY,
POR EACH BAR IN FOOTING,
COLUMN 5C>4E1DULE
MARK
SIZE
REINFORCEMENT
REMARKS
VERTICALS OR BASE E
TIES OR CAP fR
Oall
x 12"
4 #5
#3N �gll
"B"
B14R5
"G"
B14R5
12" x 12"
4 #6
#368"
No. 4 SPACING
EACH END
o-
I I x 21'' -
— O #5
#3 1 1
- -
®
Haa 3 1/2"x3 1/2"x5/16"
SEE DETAIL
SEE DETAIL
# 3
�Q
al, x 21"
TB -2
22'-3"
8"
®
3" x 13"
4 45
Y.
2 #5
# 3
4,a12" E34L X48"
RT5-1
NOTE
Q DENoTE5 GoLUMN START
DENOTES COLUMN END
CCL. 1D ,TC -1 COL. RETS,
14 a
d
#3 HAIRPIN
8"O/C (3 L . 1D E T,
LII-,�II
-'h
#2 HAIRPIN 8"O/C
CCL. � DU.
ACL. ET.
E3EAM 5CHEDULE
MARK
TOP
ELEV.
SIZE (INCHES)
BOTTOM. REINS.
TOP REINFORCING
STIRRUPS
REMARKS
W
D
"A"
5AR5
"B"
B14R5
"G"
B14R5
"T"
BAR5
"E"
BARS
SIZE
No. 4 SPACING
EACH END
TB -1
VARIES
8"
12"
2 4'5
2 #E,
L
# 3
4M2'' BAL '248"
TB -2
22'-3"
8"
40"
2 #5
AK-
Y.
2 #5
# 3
4,a12" E34L X48"
RT5-1
VARIFS
g"
12"
2 #5
2 #5
Z
# 3
4-a12" BAL X48"
RAKED PEAM
<t
�[
T
R5-1
22'-3"
8"
32"
2 #e,
LLI
2 #6
# .3
13 a5" O/C.
0'
� /
(n
B -I
12'-0
3
2011
2
2 #I
# 3
03 SIS✓" O/G,
5-2
9'-0"
8"
24"
2 #e,
LO
2 06
# 3
#3 010" O/C,
5-3
II' -1"
8"
30"
2 #6
2 #6
# 3
43 010" O/C.
5=4
II' -I"
all
24"
2 11
2 4'1
# 3
113 g3" O/C.
PROVIDE 3#7 EF INTERMIDIATE BARS EQ SPA
5-5
10'-3"
8"
26"
2 1'&
2 #O
# 3
#3 010" O/C.
I1'u E A
C�IREATER OF 03
LI OR 0.3 L2
EMPEp 12 f�A�� PIAM
NOTE
L "L I' 15 THE LONCtER OF A�)-JACENT STAN,
2. 0" WIDE 5FAM5 TA ,E A 1I4XII'�l.,lM OF- 2 BAR5 FEFQ� LAYER,
3. STIRFDIJfi-S TO F3E CLOSEID T'i-FE WITH 13E° NOOK,
4. MID PARS TO BE #5 012" E_F, WHENEVER SEAM % FFTH
15 LARGER THAN 2'=0
a. CONTFACTOR TO PROVIDE 2 05 CORNER PAWS LAFDFEL�)
MIN. 30" EACH UJAi,
illi r::>,CDC, I t:;\1/-�tLl I /Q,
LASS I'A'' LAR &FLICE
IIT" PARS RUN CONTINUOU5 OR
LAID AS REQV_ AT MID 5RAN.
0.3 L
STP. HOOKS
6, TOP AND 5070M REINFORCEMENT 51-IALL PE CONTINUOUS FOR ALL TIE 5EAM5.
i. A5 FEF, ACI 31�aa2, SECTION 1.13.2.2 IN EXTERIOR PERIMETER PI�.AM5 FROVIDE
A7-1DITIONAL BOTTOM REINFORCEMENT OVER THE 5UPFORT5 EQUAL TO AT LEAST 25% OF
THE LARGER TOTAL POTTCM REINFORCEMENT AREA CALLED OUT FOR THE Nip-SFAN OF
AE)JACENT 5EAM5, ANE) IN AUDITION, AT LEAST 20% OF THE TO- RE INFORCEI1FNT, i3UT NO
LESS THAN TWO BARS SHALL PE CONTINUOUS OVER ALL TNI5 ADDITIONAL
REINFORCEMENT 15 TO PE SfiDLICED WITH A TENSION "CLASS AI' 51 -LICE PEGINNING AT THE
FACE OF THE SUFFORT.
TNT'FICAL SEAM E34R FLACING� D IAGGFAM
N.T.S.
"C" BAR5 FOR 12"
OR WIDER BEAMS
TOP BARS
L <1 IIC" 5AR5 (FOR 0" Bi"ISJ
"MID" BARS (SEE NOTE 4)
esNx
"MID" BAR5 (SEE NOTE 4)
BOTTOM BARS
NOTE :: QUANTITY OF "MID" F 4R5 VARIES W/ F3EAMS DEPTH.
SEE BEAMS SEE NOTE -4 ON BAR PLACING DIAGRAM
TYPICAL EAR PLACEMENT DETAIL
LOT 3
m
CONSULTING
Pm EERS
STRUCTURAL EN�1 F 11'NG;,
UU ,
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PAULA MARTINEZ. l :�,��'� a
FLORIDA REG. No 6,50.p,
PMMCE JOB # 11019
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I.-
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4,-
5.-
DATE :SEP IEMBF172, 2012
SCALE: AS NOTED
DRAWN: Y. SOSA
DESIGN BY: P AM
JOB NO:
S-1.0
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REVISIONS
I.-
2
3.-
4,-
5.-
DATE :SEP IEMBF172, 2012
SCALE: AS NOTED
DRAWN: Y. SOSA
DESIGN BY: P AM
JOB NO:
S-1.0