10-338-013='k
.a
■
STRUCTURAL NOTES:
COORDINATION-
-COORDINATE ALL DIMENSIONS, ELEVATIONS 4 OPENINGS WITH ARCHITECTURAL DRAWINGS, REPORT
ANY DISCREPANCIES TO OUR OFFICE.
EXISTING CONDITIONS:
- EXTREME CARE MUST BE USED DURING ALL NEW EXCAVATION, FOUNDATION AND DEMOLITION WORK
SO AS NOT TO UNDERMINE ANY OF THE EXISTING FOUNDATION THAT MUST REMAIN.
FOUNDATIONS:
-SOME OF THE EXISTING FOUNDATIONS INDICATED IN THESE DRAWING5 HAVE BEEN TAKEN
FROM THE INFORMATION SHOWN IN SOME OF THE EXISTING DRAWINGS PREPARED BY PETER
CHARLES WILSON. CIRCA 1952.
-601L STATEMENT- VISUAL INSPECTION OF THE 51TE 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 p5f. AT THE TIME OF CONSTRUCTION A LICENSED ARCHITECT OR POFESSIONAL
ENGINEER SHALL SUBMIT TO THE BUILDING OFFIGIAL A LETTER ATTESTING THAT THE SITE HAS
BEEN OBSERVED AND THE FOUNDATIONS CONDITIONS ARE SIMILAR TO THOSE UPON WHICH THE
DESIGN 15 BASED,
13U LDING 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 (S) INCHES LOOSE MEASURED THICKNESS IN UNCONFINED LIFTS OR 6° IN CONFINED AREAS,
EACH LIFT 15 TO BE COMPACTED AS FOLLOWS:
L- FOOTING BEARING: MINIMUM OF 95% MAXIMUM DENSITY BY A5TM p1557.
TERMITE PROTECTION:
AS PER F.B.C. 105.11 BUILDING COMPONENT5 AND BUILDING 5URROUNDING5 REQUIRED To BE
- PROTECTED FROM TERMITE DAMAGE IN ACCORDANCE WITH 1503.4.4, 1804.6.2.7, 1916.1,5, 2304 OR
26033, OR REQUIRED TO HAVE
CHEMICAL SOIL TREATMENT IN ACCORDANCE WITH 1816 SHALL NOT BE COVERED OR CONCEALED
UNTIL THE RELEASE FROM THE BUILDING OFFICIALHA5 BEEN RECEIVED,
ALL BUILDINGS SHALL HAVE PRE - CONSTRUCTION TREATMENT PROTECTION AGAINST
- SUBTERRANEAN TERMITES AS PER R15,C. 151611. 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 IS IN ACCORDANCE WITH THE RULES AND
LAWS ESTABLISHED BY THE FLORIDA DEPARTMENT OF AGRICULTURE AND CONSUMER SERVICES"
CONCRETE:
- COMPRESSIVE STRENGTH AT 2a DAYS:
SLAB ON FILL: 3000 PSI
ALL OTHER POURED -IN -PLACE CONCRETE: 3000 PSI
GROUT: 3000 PSI
-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.S.T.M. C -39, ONE AT 3, ONE AT 1,
AND 3 AT 20 DAYS.
- GOVER:
CONCRETE DEPOSITED AGAINST THE GROUND: 3"
FORMED CONCRETE IN CONTACT WITH THE GROUND: 2"
BEAM5 AND GOLUMN5: 1 -1/2"
INTERIOR SLABS: _ 3/4"
EXTERIOR SLABS, 1 -1/2"
REINFORCING STEEL:
- REINFORCING BARS CONFORMING To A.5.T.M. A -615 GRADE 60, INCLUDING COLUMN AND BEAM TIES.
- WELDED FIRE FABRIC CONFORMING TO A.5111_445 4458 , AND SUPPORTED ON SLAB BOLSTERS SPACED
AT 3' -0" O /C.
- FABRICATION AND .DETAILING ACCORDING TO A.C.I. -315.
-ALL ACCESSORIES TO HAVE UPTURNED LEGS AND BE PLASTIC DIPPED AFTER FABRICATION.
TIM :
-ALL J015T5 AND RAFTER6 SHALL HAVE A MIN. STRESS GRADE OF Flo = 1200 P51, E= 1,100,000 P51 (50UTHERN YELLOW PINE).
-TRU55 MANUFACTURER TO 5UBMI1 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 TRU55 PLATE INSTITUTE (T.P.L),
LATEST EDITION. TRU55E5 TO BE ERECTED FOLLOWING THE GUIDELINES OF THE T.P.I. PUBLICATION
BWT -16, 5UBMIT LAYOUT PLAN AND INDIVIDUAL DRAWINGS FOR EACH DIFFERENT TRU55, 51GNED AND
5EALED 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. 5WT -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" PIA, BOLTS AT 24" C/C AT
TOP CHORD, BOTTOM CHORD, AND WEB MEMBERS.
- CONTRACTOR TO SUBMIT SIGNED AND 5EALED SHOP DRAWING5 BY A DELEGATED SPECIALTY
ENGINEER FOR ALL TRUSS To TRUSS CONNECTIONS. TRUSS MANUFACTURER To VERIFY UPLIFT AND
GRAVITY TRU65 REACTIONS SHOWN ON FRAMING PLANS.
-ALL TRU55E5 AND /OR J015T SHALL BE SECURED TO THE BEARING PARTITIONS OR THE 5EAM5 WITH
HURRICANE STRAPS AS INDICATED ON PLANS. 5TAGGER TRUSSED A5 REQUIRED TO ACHIEVE PROPER
BEARING (4" MIN.).
- PROVIDE AN 18 GAGE METAL STRAP TO TIE DOWN ALL THE "PIGGY BACK" TRU55E5 TO THE MAIN
TRU55E5 AT ALL THE BEARING POINTS.
MASONRY WALL5:
- BEARING MASONRY SHOWN THUS IN PLAN SHALL BE ERECTED PRIOR TO THE
STRUCTURE ABOVE HAS BEEN POUR D.
- 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 P51).
- 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
WALLS)
- WHENEVER ANCHORS BOLT5 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 0416
-PRIMS STRENGTH OF MASONRY UNITS SHALL BE MINIMUM OF f'm = 1500 IP51. (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 I1 ".
- CONCRETE BLOCKS SHALL BE C -90 TYPE, PLACED IN RUNNING BONDS.
PE51r5N CRITERIA:
-LIVE LOAD: _ 30 P5F (ROOF)
-LIVE LOAD: 40 P5F (LIVING AREAS)
-DEAD LOAD: 20 PSF
-WIND LOAD: PER A.S.C.E. 1 -05
CATEGORY: IE
EXPOSURE - "C"
IMPORTANCE: 1.00
WIND VELOCITY: 146 MPH
MEAN ROOF HEIGHT: 14' -0"
OWNER, ARCHITECT, AND CONTRACTOR NOTE:
-CHECK FOR SHOP DRAWINGS AND INSPECTIONS OF REINFORCEMENT IN THE FIELD ARE R3= QUIRED
IF TH15 OFFICE 15 TO BE HELD RESPONSIBLE FOR THE STRUCTURAL ADEQUACY OF THE CONSTRUCTED
BUILDING.
5HORING, RE- 51140RING, AND TEMPORARY BRACING:
-ALL SHORING, RE- SHORING AND TEMPORARY BRACING REQUIRED IN THIS PROJECT IS TO BE
DESIGNED BY FLORIDA PROFE551ONAL ENGINEER WHO SPECIALIZES IN FORM WORK /TEMPORARY
BRACING DESIGN. AND WHO HAS BEEN HIRED BY THE GENERAL CONTRACTOR_ THE GENERAL
CONTRACTOR 15 THE ULTIMATE RESPONSIBLE PARTY FOR SHORING, RE- SHORING, AND TEMPORARY
BRACING REQUIRED ON TH15 PROJECT AND MUST SATISFY HIMSELF WITH THE ADEQUACY OF THE
INSTALLATION OF THESE ITEMS AT ALL TIMES.
SAFETY OSHA AND LABOR LAWS.
-THE STRUCTURE 15 DESIGNED TO BE SELF- SUPPORTING AND 5TABLE AFTER THE BUILDING IS
FULLY COMPLETED. IT IS THE CONTRACTOR'S SOLE RESPONSIBILITY To DETERMINE ERECTION
PROCEDURE AND SEQUENCE AND INSURE THE 54FETY OF THE BUILDING AND ITS COMPONENT
PARTS DURING ERECTION, THIS 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 P055E5 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 ADDRE55 THESE MATTERS, THE 5TRUCTURAL ENGINEER OF
RECORD SPECIALIZES IN 5TRUCTURAL DESIGN ONLY, AND THE BOARD OF PROFESSIONAL
REGULATION FORBIDS HIM FROM ASSUMING RESPONSIBILITY OUTSIDE H15 AREA OF EXPERTISE
APPLICABLE CODES:
IN MY PROFESSIONAL JUDGEMENT AND THE BEST OF 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 COD1 =5 AND
LOCAL ORDINANCE REQUIREMENT5, THE CONTRACTOR 15 STILL RESPONSIBLE FOR GOI- IFLYING
WITH ALL APPLICABLE COD1 =5 AND ORDINANCE5 IN THE EVENT OF CONFLICT OR OVERSIGHT
IN THE 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. (2001 W/ 2009 SUPLEMENT)
A.G.I. 318 BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE.
A.I.S.C, MANUAL., 9th. EDITION.
SHOP DRAWING SUBMITTALS:
- SUBMIT FIVE PRINTS OF ALL SHOP DRAWINGS LISTED BELOW. IF 51GNED AND
SEALED SHOP DRAWINGS ARE REQUIRED, THEN 5U5MIT TWO ADDITIONAL SIGNED AND 5EALED
PRINTS FOR APPROVAL.
-SHOP DRAWING5:
REINFORCING STEEL.
CONCRETE MIX DESIGN.
ROOF TRU55E5
TYPICAL 5AR PLACEMENT DETAIL
N.T .S.
NOTE : QUANTITY OF "I" BAR5 VARIES W/ 5EAM5 DEPTH.
SEE BEAM5 SEE NOTE -4 ON BAR PLCING DIAGRAM
STANDARD HOOK
ROOF OR COLUMN
TERMINATION PT.
DOUBLE TIES (3"
_�t
3 TIES e3"
(� OF COLUMN
AND FOOTING
(U.O.N. IN PLAN)
fQ �
q EL. SEE PLAN
DOWELS SAME SIZE 8
NUMBER 45 VERT. REINF.
(SET TO CLEAR BARS
ABOVE)
FOR FOOTING SIZE AND
REINFORCING, SEE SCHEDULF
I.- USE #3 TIES FOR 1110 VERTICAL REINFORCING OR SMALLER.
2.- TIE SPACING SHALL BE:
A - LEAST DIMEN51ON OF COLUMN
B - 16 TIMES MAIN BAR DIAMETER
C - #3 AT IS" OR #4 AT 24" WHICHEVER 15 SMALLER
T1'FIGAL CONCRETE COLUMN SPLICE DETAIL
N.T.5.
FOOTING 5CHEDULr
"C" BARS FOR 12" OR
SIZE
W x L x D
WIDER BEAMS.
REMARKS
LONG.
TRANS.
TOP BAR5
16 "xl2"
- X
` X
-
"C" 5AR5 ( FOR all 151-15.)
TC -1
8" x 12"
4 #5
03 LT 012"
"E"
BARS
5I ZE
No. 8 SPACING
EACHEND
REMARKS
d
N
CF -20
2' -0" x 2' -0" x 12"
3 #5
<[
O2
T5 4 "x4 "x5/16"
PL 14 "x6 "xl 12"
PL 8 "x8 "x&x112"
7" BARS
0
14 'x14 "x8"
-I #e,
#3 [T 'a)g 11
2 #i
[IrI5,070M
2 #1
# 3
#3 '12" O /C.
5AR5
R5 -3
TYPICAL 5AR PLACEMENT DETAIL
N.T .S.
NOTE : QUANTITY OF "I" BAR5 VARIES W/ 5EAM5 DEPTH.
SEE BEAM5 SEE NOTE -4 ON BAR PLCING DIAGRAM
STANDARD HOOK
ROOF OR COLUMN
TERMINATION PT.
DOUBLE TIES (3"
_�t
3 TIES e3"
(� OF COLUMN
AND FOOTING
(U.O.N. IN PLAN)
fQ �
q EL. SEE PLAN
DOWELS SAME SIZE 8
NUMBER 45 VERT. REINF.
(SET TO CLEAR BARS
ABOVE)
FOR FOOTING SIZE AND
REINFORCING, SEE SCHEDULF
I.- USE #3 TIES FOR 1110 VERTICAL REINFORCING OR SMALLER.
2.- TIE SPACING SHALL BE:
A - LEAST DIMEN51ON OF COLUMN
B - 16 TIMES MAIN BAR DIAMETER
C - #3 AT IS" OR #4 AT 24" WHICHEVER 15 SMALLER
T1'FIGAL CONCRETE COLUMN SPLICE DETAIL
N.T.5.
FOOTING 5CHEDULr
MARK
SIZE
W x L x D
REINFORCEMENT
REMARKS
LONG.
TRANS.
WF ®16
16 "xl2"
2 #rte
-
D
TC -1
8" x 12"
4 #5
03 LT 012"
"E"
BARS
5I ZE
No. 8 SPACING
EACHEND
REMARKS
R15 -1
11' -10"
CF -20
2' -0" x 2' -0" x 12"
3 #5
3 #5
O2
T5 4 "x4 "x5/16"
PL 14 "x6 "xl 12"
PL 8 "x8 "x&x112"
5him DETAIL 1 d 2
0
14 'x14 "x8"
-I #e,
#3 [T 'a)g 11
2 #i
NOTE :
I. CONTRACTOR TO PROVIDE #r0 CORNER BARS LAPPED MIN, 30" EACH WAY,
FOR EACH BAR IN FOOTING.
COLUMN SCHEE)ULE
MARK
51ZE
REINFORCEMENT
REMARKS
VERTICALS OR PASS E
TIES OR CAP fe
MARK
ELEV.
D
TC -1
8" x 12"
4 #5
03 LT 012"
"E"
BARS
5I ZE
No. 8 SPACING
EACHEND
REMARKS
R15 -1
11' -10"
TI
8 "x12"
4
#3[T1@ 12"
O2
T5 4 "x4 "x5/16"
PL 14 "x6 "xl 12"
PL 8 "x8 "x&x112"
5him DETAIL 1 d 2
0
14 'x14 "x8"
-I #e,
#3 [T 'a)g 11
2 #i
NOTE :
Q DENOTES COLUMN START
DENOTES COLUMN END
11-2"
n
4�
4'
C;OL.O [)ET. e'll all
TC =1 COL, DET. COL.® DET.
4' II "
l�
(3)5 /S "mx6" LC-1
WELDED HEADED STUD
all
L4 N 7
COL. 11 F) F- 2
E3EAM 5CHEE)ULE
TOP
SIZE (INCHES)
BOTTOM. RE1NF.
TOP REINFORCING
STIRRUPS
MARK
ELEV.
D
"A"
5AR5
"B"
BARS
"C"
BARS
"T"
BARS
"E"
BARS
5I ZE
No. 8 SPACING
EACHEND
REMARKS
R15 -1
11' -10"
8"
40"
2 #1
2 #i
# 3
#3 alt" O /C.
R15-2
I1' -10"
S"
41"
2 #i
2 #1
# 3
#3 '12" O /C.
R5 -3
8' -4"
8"
12"
2 #6
2 #6
# 3
#3 e8" O /C.
T5-1
VARIES
g"
24"
2 #5
2 #5
# 3
4w12", BAL �o4g"
T5-2
II' -10"
8"
36"
2 #5
2 05
# 3
4 -212" BAL 048"
TB -3
I VARIES
8"
12"
2 #5
2 #5 # 3 #3 @12" O /C.
G- 3REATER OF 0.5
L I OR 03 L2
T BAR5 30 BAR 03 L
E.. BARS ''C'' BARS
11,411 5,41;;P5
L1 �, L2
EMBED 12 BAR DIAM
T BA1�5 15 BARS LENGTH L/3
03 L 2' -2"
(T*I'PJ
2 C BAR5 \ BAR5
B4P5 MID B,4R5-
L3jl� L4
ST I RRUFS
NOTE :
1 "L" IS THE LONCtER OP ADJACENT SFAN.
2. a" WIDE 5EAI15 TAKE A 1!AXII` yVwl OF 2 54-R5 FER LATER,
3, 5TIFFUF5 TO BE CL05ED TT`FzE WITH 135° HOOK.
4. MID BAR5 TO BE #5 X12" E,F, WHENEVER BEAM DEFTH
15 LARC4ER THAN 2' -0
5. CONTRACTOR TO PROVIDE 2 #E� CORNER BARS LAPPED
MIN, 30" EACH WAY.
1455 "A" LAP 5RLIGE
"T" BARS RUN CONTINUOUS OR
LAF A5 RE(�'TD, AT MI1) 5FAN,
0.3 L
"Ell 5ARS
STD. NOOKS
(o. TOF AND BOTTOM REINFORCEMENT SHALL BE CONTINUOUS FOR ALL TIE SEAM&
i. AS PER ACI 31 ,5-02, SECTION 1.13.2.2 IN EXTERIOR FERIMETER PEAMS PROVIDE
ADDITIONAL BOTTOM REINFORCEMENT OVER THE SUPPORTS EQUAL TO AT LEAST 25,% Or
THE LARGER TOTAL E30ITTOM REINFORCEMENT AREA CALLED OUT FOR THE MID -,5IAN OF
ADJACENT 5EAM5, ANID IN ADDITION, AT LEAST 20% OF THE TOF REINFO1zCEMENT, BUT NO
LE55 THAN TWO 5AR5, SHALL 5E CONTINUOUS OVER ALL 5UPPORT5. TH15 ApDITIONAL
REINFORCEMENT 15 TO 5E SPLICED WITH A TENSION "CLA55 A" 5PLICE BECsINNINC:; AT THE
FACE OF THE SUFFORTi
T"rFICAL 5EAM 5AR PLACING DI,AC�R,AM
N.T.S.
CITBUILOING DEPT.
u
R oll -
CONSULTING
P M-4,4M.ENGINEERS
STRQCTUjjiAL'E�1 WN E ER I N G
716ASWA7 S f; S1J111 �,9; MIAMI, FL
3155 '" t
wm
PAUL A. MAR`fII�FZ , .
FLORIDA REG,.,No. 9 650
ED
Carol . t>>.ckinsdn
Lisa Mishurda
residential design consultan s
t 305.443.2263
c 305.951.1452
e diddnsoncarolinOballsouth.net
t 305.665.2180
c 305.793.9862
e Iismmishurda0gma1com
State of Florida Architect of Record
Malcohn Berg ALA
License No. AR94424
340 Minorca Avenue, suite 7
Coral Gables Florida 33134
305 -444 -0990
Q
(9
n
5
&oA, Inc.
340 Minorca Avenue, suits 7
Coral Gables Florida 33134
306 -444 -0990
C EoA, hie. 2008
GOF*f�I Gt1—IT
UNDER U.S. COPYRIGHT LAUDS, THESE DOC-
UMENT5 ARE PROTE=CTED AGAINST UNAUTHOR-
IZED REPRODUCTION AND USE. THESEIDOC-
UMENTS CANNOT LSE REPRODUCED, SOLD OR
ASSIGNED TO A THIRD PARTY WITHOUT
PRIOR WRITTEN PE=RMISSION FROM LISA MISHUf
OR CAROLINE DICKINSON, AIA. I
REVISIONS
No. I Deecrlption Data
PRINCE /C0 STALE S
5981 SW 81 STREET
MIAMI, FL 33143
TITLE:
GENERAL NOTE5
AND 5CNEDULE-5
Scala: AS NOTED
Drawn By: Y. SOSA
Checked By: P. M.
Approved By:
Project No:
Date: 09/12/09
DWG No: 5
f
5