HomeMy WebLinkAboutCONSTRUCTION SET PAGE 1-4STRUCTURAL NOTES
CONSTRUCTION SET
GENERAL NOTES
THE DESIGN AND CONSTRUCTION OF THE STRUCTURE AND/OP STRUCTURAL COMPONENTS DEPICTED
ON THIS PLAN ARE FULLY UNDER THE JURISDICTION OF THE FLORIDA BUILDING CODE 2017,
2. CONTRACTOR SHALL VERIFY ALL DIMENSIONS WITH THE ARCHITECTURAL PLANS PRIOR TO
COMMENCEMENT OF CONSTRUCTION. ANY DISCREPANCIES SHALL BE BROUGHT TO THE IMMEDIATE
ATTENTION OF THE ARCHITECT FOR COORDINATION OF CHANGES WITH THE ENGINEERING PLANS AND
SPECIFICATIONS.
3. CONTRACTOR SHALL COORDINATE SLAB ELEVATION, CHANGES, DEPRESSIONS, THRESHOLDS, PADS,
ETC. AND ANY UNKOWN FIELD CONDITIONS.
4. THE CONTRACTOR IS TO VERIFY ALL EXISTING CONDITIONS IN THE FIELD PRIOR TO FABRICATION AND
START OF CONSTRUCTION AND TO PROTECT AND MAINTAIN ALL THE CONSTRUCTION AND ITS
CONTENTS.
5. REFER TO THE ARCHITECTURAL DRAWINGS FOR ALL DIMENSIONS NOT INDICATED. ANY DIMENSIONAL
DISCREPANCY FOUND ON THE STRUCTURAL DRAWINGS SHALL BE FURTHER VERIFIED WITH
ARCHITECT * ENGINEER.
G. FOR MOUNTING AND SECURING MECHANICAL EQUIPMENT, REFER TO THE MANUFACTURES
NSTRUCTIONS UNLESS INDICATED ELSEWHERE IN THE CONSTRUCTION DOCUMENTS.
7. THE GENERAL CONTRACTOR SHALL AT ALL TIMES MAINTAIN AT THE JOB -SITE, A CURRENT APPROVED
SET OF SHOP DRAWINGS.
8. REFER TO ARCHITECTURAL, MECHANICAL, ELECTRICAL AND PLUMBING DRAWINGS FOR OPENINGS,
SLEEVES, ETC, NOT SHOWN ON THE STRUCTURAL DRAWINGS,
9, ALL CONSTRUCTION PERFORMED IN ACCORDANCE WITH THESE PLANS MUST AL50 MEET OR EXCEED
ALL APPLICABLE AND CURRENT BUILDING CODE REQUIREMNTS AND MUST BE PERFORMED IN
ACCORDANCE WITH FLORIDA DEPARTMENT OF ENVIRONMENTAL PROTECTION CCCL PERMIT.
10. AT ALL PHASES OF CONSTRUCTION, IT SHALL BE THE RESPONSIBILITY OF THE GENERAL
CONTRACTOR TO CONFIRM THAT ALL PROPOSED CONSTRUCTION IS IN ACCORDANCE WITH THE
MOST UP-TO-DATE CONSTRUCTION DRAWINGS AS APPROVED BY THE ARCHITECT AND ENGINEER OF
RECORD.
1 1. THE WALLS AND PARTITIONS BELOW THE DE51GN FLOOD ELEVATION HAVE BEEN DESIGNED TO
COLLAPSE FROM A WATER LOAD LF55 THAN THAT WHICH WOULD OCCUR DURING THE BASE FLOOD.
12, THE ELEVATED PORTION OF THE BUILDING AND SUPPORTING FOUNDATION SYSTEM HAVE BEEN
DESIGNED TO WITHSTAND THE EFFECTS OF WIND AND FLOOD LOADS ACTING SIMULTANEOU5LY ON
STRUCTURAL AND NONSTRUCTURAL BUILDING COMPONENTS.
FOUNDATION NOTES
FOUNDATIONS SHALL BE PREPARED IN FULL CONFORMANCE WITH THE GEOTECHNICAL ENGINEERING
REPORT.
2. ALL RECESSES IN CONCRETE SLAB TO BE COORDINATED WITH ARCHITECT FOR DETAILS INCLUDING
BUT NOT LIMITED TO: THRESHOLDS, STEPS, RECESSED SHOWER LOCATIONS, FLOORING FINISH
MATERIALS, AND DRAIN LOCATIONS, ETC.
3. A VAPOR BARRIER 15 TO TO BE PLACED UNDER ALL BUILDING FOUNDATION BEAMS AND FLOOR
SLABS IN ACCORDANCE WITH A5TM E 1 993-98. TO BE INSTALLED PRIOR TO POURING CONCRETE
FOR FOUNDATION.
4. ALL ELECTRICAL CONDUIT, PLUMBING, A/C DUCTS, AND OTHER MECHANICALLY REQUIRED INTERIOUR
COMPONENT LOCATIONS AND INSTALLATION MUST BE COORDINATED WITH THE ARCHTECT PRIOR TO
CONSTRUCTION OF THE FOUNDATION.
5. CONTRACTOR SHALL COORDINATE SLAB ELEVATIONS CHANGES AND ANY UNKNOWN FIELD
CONDITIONS.
G. THE FOLLOWING FREQUENCY OF TESTING SHALL BE REQUIRED BEFORE PLACING CONCRPTE FOR
FOOTINGS AND SLABS:
CONTINUOUS FOOTING/GRADE BEAM SHALL BE TESTED EVERY 40 LINEAR FEET AT BEARING
ELEVATION AND ONE FOOT BELOW BEARING. COLUMN FOOTINGS - 25% OF FOOTINGS SHALL
BE TESTED AT BEARING AND ONE FOOT BELOW BEARING. BUILDING PAD SHALL BE TESTED
EVERY 1000 SQUARE FEET OF FLOOR AT GRADE AND ONE FOOT BELOW GRADE.
IN AREAS OF THE BUILDING PAD WHERE 501L 15 BEING CUT IT IS THE RESPONSIBILITY OF THE
SITE CONTRACTOR TO DEN5IFY THE TOP 12 INCHES OF EXISTING 501L TO 95% OR MODIFIED
PROCTOR AS RECOMMENDED IN THE SOILS REPORT FOR THI5 PROJECT PREPARED BY K5M
ENGINEERING, INC. DATED NOVEMBER 2009.
CONCRETE REINF
RMCEMENT
I .
CONCRETE REINFORCING BARS 5
ALL BE DEFORMED NEW BILLET STEEL CONFORMING TO A5TM
A-6 15, GRADE GO, WITH MINIMU
v1 YIELD STRENGTH = 60,000 psi.
2.
REINFORCEMENT FOR CONTINUO
5 FOOTINGS SHALL BE CONTINUOUS AND SPLICED WITH A FULL 24
INCH LAP. PROVIDE CORNER BAR
3
3.
ALL CONCRETE MA50NAPY CONS
TPUCTION SHALL CONFORM WITH ACI 530-88/ASCE 5-88. ALL
CONCRETE MASONRY UNITS 5HA
L COMPLY WITH ASTM C-00 WITH TYPE M OR MORTAR
COMPLYING TO A5TM C-270. MA
50NRY UNITS SHALL HAVE A MINIMUM COMPRE551VE STRENGTH
OF 2000 PSI ON THE NET AREA.
4.
ALL SPLICES SHALL BE LAP SPUCI
5, SHALL BE A MINIMUM OF 48 BAR DIAMETERS, U51NG LARGER
BAR DIAMETER WHEN SPLICING D
FFERENT SIZE BARS.REINFOPCEMENT TERMINATIONS INTO TIE
BEAMS AND FOUNDATIONS OR A
5 NOTED.
5.
REINFORMCEMNT MAY BE BENT
SHOP OR FIELD, PROVIDED THAT THE DIAMTERE OF BEND SHALL
BE GREATER THAN 6 BAR DIAMET
RS. REINFORCEMENT PARTIALLY EMBEDED IN CONCRETE SHALL
NOT BE BENT.
G.
SECURE PREINFORMCEMNT FROM
I5PLACEMENT DURING PLACEMEMNT UTILIZING CHAIRS AND
BOLSTERS. WELDED WIRE MESH E
HALL CONFORM TO A5TM A- 185. PROVIDE CHAIRS AND
BOLSTERS TO INSURE THAT THE MESH
15 EMBEDDED I " FROM TOP OF SLAB.
7.
STANDARD 90 DEGREE HOOK (ST
NDAKD HOOK) SHALL TERMINATE WITH A 90 DEGREE BEND AND
AN EXTENSION FROM BEND AT LEAST
12 BAR DIAMETERS. THI5 SHALL BE USED AT ALL VERTICAL
REINFORCEMENT TERMINATIONS I
TO TIE BEAMS AND FOUNDATIONS OR AS NOTED.
8.
MINIMUM CONCRETE COVER SHA
L BE:
FOOTINGS * PILES
BEAMS, SLABS, WALL
2"
GROUTED MASONRY
"
9.
ALL PILE VERTICAL REINFOPCEME
T SHALL BE SHOP FABRICATED WITH CLEAN 500 BENDS INTO
TRANSITION CAPS. HOOK5 SHAL
HAVE A MINIMUM LEG DIMENSION OF 1511 AND SHALL BE TURNED
ACROOS PILE INTO CAP CENTER (
AINTAIN A MINIMUM 3" CONCRETE COVER).
10.
ALL BEAM STEEL SPLICES SHALL
CCUR AT MID5PAN POP TOP STEEL AND OVER COLUMNS FOR
BOTTOM STEEL.
CONCRETE NOTE
I .
ALL CONCRETE DESIGN AND PLAC
MENT SHALL BE IN STRICT ACCORDANCE WITH THE ACI "BUILDING
CODE REQUIREMENTS FOR 5TPUCTUPAL
CONCRETE," ACI 3 1 8-55.
2.
CONTACT ENGINEER 48 HOURS PRIOR
TO POURING CONCRETE 50 ARRANGEMENTS CAN BE MADE
TO HAVE AN ENGINEER OR IN5PEC
OR PRESENT DURING THE POUR.
3.
PROVIDE (4) TEST CYLINDERS FOR
EACH 50 C.Y. OF CONCRETE PLACED OR FRACTION THEREOF.
4.
STRUCTURAL CONCRETE SHALL CONFORM
TO ACI 301 SPECIFICATIONS AND SHALL DEVELOP THE
FOLLOWING MINIMUM COMPRE551
E STRENGTH AT 28 DAYS:
SPREAD AND WALL FOOTINGS
3000 PSI
COLUMNS AND WALLS
3000 PSI
BEAMS AND SLABS
3000 PSI
USE REGULAR WEIGHT CONCRETE.
5.
STRUCTURAL CONCRETE SHALL CC
NFORM TO ACI 301 AND HAVE THE FOLLOWING SLUMPS
AGGREGATE REQUIREMENTS:
LOCATION SLUMT
MAX. AGGREGATE
FOOTINGS 4"± -1'
ASTM #57
COLUMNS 5" t 1 "
ASTM #57
BEAMS AND SLABS 5"± 1 "
ASTM #57
FILLED CELLS 811t 1"
A5TM #8 PEAROCK
TIE BMS * TIE COIL'S 5"+ 1 "
A5TM #8 PEAROCK
PILES 8111y1"
ASTM #8 PEAROCK
THE USE OF JITTERBUGS TO CONE
OUDATE CONCRETE WILL NOT BE PERMITTED.
THESE SOIL TESTS SHALL MEET OR EXCEED 05% MODIFIED PROCTOR (ASTM D 1 557 METHOD A)
G. ALL PUMPED CONCRETE WITH #57
AGGREGATE IS TO CONTAIN A HIGH RANGE WATER REDUCING
7.
THIS STRUCTURE 15 DESIGNED IN ACCORDANCE WITH ASCE 24. THE PILE * COLUMN FOUNDATION
AGENT. MINIMUM 51ZE OF D15CMA
RGE TO BE 4" I.D.
AND THE STRUCTURE TO BE ATTACHED THERETO HAVE BEEN DE5IGNED TO BE ANCHORED TO RE51ST
FLOTATION, COLLAPSE AND LATERAL MOVEMENT DUE TO THE EFFECTS OF WIND AND FLOOD LOADS
7 A 2" I.D. DISCHARGE MAY BE U5EE
WITH #8 AGGREGATE. USE PLASTICIZER ADMIXTURE IF
ACTING SIMULTANEOUSLY ON ALL BUILDING COMPONENTS, IN ADDITION TO OTHER LOAD
NECESSARY TO INCREASE SLUMPS
BEYOND THAT NOTED ABOVE.
REQUIREMENTS AS DEFINED IN CHAPTER 16 OF THE FBC.
8. CHAMFER ALL EDGES OF EXPOSED
CONCRETE 3/4" UNLESS NOTED OTHERWISE.
DEEP FOUNDATION
9. ALL SLABS ON GRADE SHALL BE FI
WELDED WIRE
ER REINFORCED CONCRETE, UNLESS NOTED OTHERWISE.
FABRIC SMALL CONFORM
TOA5TM-A185,
PILES SHALL BE CAST IN PLACE (AUGER) 16" DIA with 5,000 psi CONCRETE (SEE TYPICAL DETAIL).
0. SLEEVE ALL PENETRATIONS THROU
PERMITTED. SUBMIT LOCATION AND
H BEAMS AND SLABS INDIVIDUALLY. CORE DRILLING WILL NOT BE
SIZE OF SLEEVES THROUGH BEAMS TO ENGINEER FOR REVIEW
2.
ALL PILES SHALL BE CONSTRUCTED IN ACCORDANCE WITH THE RECOMMENDATIONS OF THE SOILS
PRIOR TO CASTING CONCRETE.
ENGINEER AND PROVIDE THE FOLLOWING CAPACITIES:
1 1. NO REINFORCING BARS SHALL BE
UT TO ACCOMMODATE THE INSTALLATION OF ANCHORS, EMBEDS
all piles @ 20't below scour - 40 TONS COMPRESSION; 12 TONS TENSION
OR OTHER ITEMS,
REFER TO PILE SCHEDULE (sheet 5-2) FOR MORE DETAILS.
12. AT CHANGES IN DIRECTION OF CO
BARS OF SAME SIZE AND QUANTI
CRETE WALLS, BEAMS * STRIP FOOTINGS, PROVIDE CORNER
UNLESS NOTED OTHERWISE AS HORIZONTAL STEEL, REFER TO
TYPICAL DETAIL.
3.
UNLESS OTHERWISE NOTED ON PLANS, CENTER ALL PILES/PILE CAPS UNDER RESPECTIVE COLUMNS.
4.
CAST IN PLACE (AUGER) TYPE PILES SHALL CONSIST OF CONCRETE PLACED AFTER BEING DRILLED BY
3. ALL EMBEDDED ITEMS SHALL BE S
CUPELY TIED IN PLACE PRIOR TO CONCRETE PLACEMENT.
A CONTINUOUS FLIGHT AUGER.
14. WEDGE BOLTS SHALL BE ITW RAM-SET/REDHEAD
BOLTS OR APPROVED EQUIVALENT INSTALLED IN
TOLERANCE FOR PILES IS 2" IN ANY DIRECTION UNLESS NOTED OTHERWISE. ALL PILES TO PENETRATE
ACCORDANCE WITH MANUFACTURERS
INSTALL.
RECOMMENDATIONS. DO NOT CUT EXISTING REINFORCING TO
(-) 20.00 NAVD OR A5 NOTED. REFER TO PILE SCHEDULE (sheet 5-2) FOR MORE DETAILS:.
15. HEADED STUD ANCHORS SHALL BE
A5TM A 108, GRADE 5, 10 10 THROUGH 1 020 AS
5LIALLOW FOUNDATION5
MANUFACTURED BY NELSON STUD
"5TRUCTURALWELDING
DR APPROVED EQUIVALENT. STUD WELDING SHALL CONFORM TO
AW5D1.1
ODE."
501L TO BE STRIPPED, COMPACTED AND TESTED IN ACCORDANCE WITH THE RECOMMENDATIONS
16. FOOTING SIZES SHOWN ARE FOR FOOTINGS
CONSTRUCTED WITH 51DE FORMS. IF SOIL MATERIAL
OF THE SOILS ENGINEER AND PROJECT SPECIFICATIONS.
CAN HOLD A VERTICAL SHAPE, IT C
N BE USED AS AN EARTH FORM. ALL SLOUGHED MATERIAL
SHALL BE REMOVED FROM EXCAVATION
BEFORE AND DURING PLACEMENT OF CONCRETE.
2.
CENTER ALL FOOTINGS UNDER THEIR RESPECTIVE COLUMNS OR WALLS UNLESS OTHERWISE SHOWN
ON PLANS. MAXIMUM MISPLACEMENT OR ECCENTRICITY SHALL BE 211. TOLERANCE FOR
17. PLACEMENT OF CONDUIT AND PIPE3
IN CONCRETE SHALL CONFORM TO ACI 3 18, SECTION 6.3.
MISLOCATION OF COLUMN DOWELS OR ANCHOR BOLTS TO BE PER ACI OR AI5C STANDARDS.
3.
WHERE VERTICAL CONSTRUCTION JOINTS OCCUR IN CONTINUOUS FOOTINGS, PROVIDE A KEYWAY
PER THE TYPICAL DETAIL. HORIZONTAL JOINTS IN FOOTINGS WILL NOT BE PERMITTED.
4.
CONTRACTOR TO NOTIFY ARCHITECT/ENGINEER IF SOIL CONDITIONS ARE UNCOVERED THAT PREVENT
THESE PLANS ARE NOT FOR
CONSTRUCTION UNLESS STAMPED
THE REQUIRED SOIL BEARING PRESSURE FROM BEING OBTAINED.
„ „
Construction Set , DATED
SIGNED AND SEALED BY THE ENGINEER.
5.
COORDINATE PLUMBING LINES WITH FOOTING LOCATIONS FOR INTERFERENCE. INDIVIDUAL
ALL CONSTRUCTION SHALL
BE IN COMPLIANCE WITH ALL
FOOTINGS SHOULD 13E LOWERED WITH THE PRIOR APPROVAL OF THE 5TP.UCTURALENGINEER.
JURISDICTIONAL PERMITS,
ONDITIONS AND CONTRACT DOCUMENTS.
CONTINUOUS WALL FOOTINGS SHOULD BE STEPPED AS DETAILED ON THE DRAWINGS.
G.
EXCAVATING UNDER OR NEAR IN -PLACE FOOTINGS/FOUNDATIONS WHICH DISTURBS THE COMPACTED
SOIL BENEATH THE FOOTINGS/FOUNDATIONS WILL NOT BE PERMIT$�D.
CONTRACTOR SHALLCOORDINATE
ALL DETAILS AND
7.
REINFORCING SHALL BE SUPPORTED ON PPECAST CONCRETE PADS, DOWELS FOR COLUMNS AND
ELEVATIONS WITH AR
H ITECT PRIOR TO CONSTRUCTION
FILLED CELLS SHALL BE SECURED IN PLACE PRIOR TO POURING CONCRETE. USE TEMPLATES FOR
SETTING COLUMN DOWELS AND ANCHOR BOLTS,
P17
P 17a
P18
P30
P21
P24
P32
P3
/bP 14
P15
P20
P25
P33
KIM
P13
PILING OVERVIEW
SCALE: 3/ 1 01 = I '-011
CODE * DE51GN CRITERIA
I . ALL STRUCTURAL PLANS SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING CODE AND
FLORIDA BUILDING CODE RESIDENTIAL 2017.
2, BUILDING CLASSIFICATION ENCLOSED
3. DE51GN WIND SPEED 170mph Vult
4. IMPORTANCE FACTOR 1.0
5. EXPOSURE CLASSIFICATION D
6, INTERNAL PRESSURE COEF. t 0. 18
7. 51ESMIC ZONE 0
8. MEAN BUILDING HEIGHT 28.42'
9. ALLOWABLE SOIL BEARING PRE55URE 2,500 P5F. VERIFY WITH GEOTECHNICAL ENGINEER
REPORT PRIOR TO CONSTRUCTION.
ASSUMPTIONS:
A. THE BUILDING IS "ENCLOSED" AS DEFINED IN "FLORIDA BUILDING CODE 201 7.
B. WIND VELOCITY PRESSURES AND COEFFICIENTS USED ARE FOP MAIN WIND FORCE RESISTING
SYSTEM; ALLOWABLE STRESS DESIGN, Kci = 0.85.
C. ALL PRE -MANUFACTURED COMPONENTS, I.E. WINDOWS, DOORS, JAMBS, TRUSSES ETC. SHALL
BE VERIFIED BY MANUFACTURER TO BE CAPABLE OF SUSTAINING DESIGN WIND FORCES.
INSTALLATION SHALL BE IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS.
D. ALL COMPONENTS AND CLADDING SUBJECT TO WIND LOADINGS: I.E. ROOF TILES, SOFFITS, ETC.
SHALL BE INSTALLED IN ACCORDANOE WITH MANUFACTURERS SPECIFICATIONS FOR
ADEQUATELY RESISTING ORTPAN5FERPING WIND LOADS TO THE MAIN WIND FORGE RESISTING
SYSTEM.
E. OWNER OR CONTRACTOR SHALL OBTAIN NECESSARY INSTALLATION SPECIFICATIONS AND
INSPECTIONS REQUIRED TO COMPLY WITH MANUFACTURERS PECCOMMENDATIONS FOR
INSTALLATION OF COMPONENTS AND CLADDING FOR HIGH WIND VELOCITY AREA5.
5
PII
P12
P34
P35
m
P7
P4
0
P48
P4 I
JUN 18 2019
ST. Lucie County, permitting
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REFER TO SHEET 5-2 FOR PILING SCHEDULE,
REVIEWED FOR
CODE COMPLIANCE
ST. LUCIE COUNT
MA50NRY NOTE5 BOCC
I .
MASONRY CONSTRUCTION SHALL CONFORM TO ACI "BUILDING CODE EQUIREMENT5 FOR MASONRY
> rJ]
STRUCTURES" (ACl/ASCE 530-88) AND SPECIFICATIONS FOR MASONRY STRUCTURES" (ACl/ASCE
�
530. 1 -88) EXCEPT AS AMENDED BELOW.
2.
STRUCTURE HAS BEEN DE5IGNED AS A BEARING WALL STRUCTURE. ALL MASONRY UNITS SHALL BE
LAID
PRIOR TO CONCRETE PLACEMENT OF COLUMNS, BEAMS AND SLABS FOR THE SAME STORY.
3.
USE TYPE "M" MORTAR WITH MINIMUM COMPPE551VE STRENGTH OF 2500 PSI FOR ABOVE GRADE
APPLICATIONS AND TYPE "5" MORTAR WITH A MINIMUM COMPRESSIVE STRENGTH OF 2000 P51 FOP
r�-
BELOW GRADE APPLICATIONS.
4.
MASONRY UNITS SHALL CONFORM TO ASTM C90 WITH A -MINIMUM COMPRE551VE STRE F
h�l
2800 PSI ON NET SECTION, TO PROVIDE NET AREA COMPRESSIVE STRENGTH OF MASO �''
2000 PSI,
5.
PROVIDE FILLED CELLS AS SHOWN ON PLANS. IN ADDITION. PROVIDE FILLED CELLS: a=-t
W
A. AT ANCHORAGE OF CONNECTIONS OR BEARING OF BEAMS AND GIRDER TRUSSES
B. AT ALL CORNERS AND INTERSECTIONS
C. ( I ) CELL ADJACENT TO OPENINGS FOR WALL SPANS LE55THAN 10'. (2) CELLS ADJA
TO OPENINGS FOR WALL SPANS GREATER THAN 10'
W Q O
D. AS SHOWN ON ARCHITECTURAL PLANS G"5�
1 w
E. MAXIMUM 48" O.C. (UNLESS NOTED OTHERWISE)
G.
PROVIDE FULL MORTAR BEDDING AROUND ALL FILLED CELLS WITH VERTICAL REINFORCIN
O 2
7.
REINFORCING FOR FILLED CELLS SHALL CONFORM TO A5TM AG 15, GRADE GO. LAPPED
DIAMETERS.
O
V
U
8.
ALL FILLED CELLS AND COLUMNS SHALL BE POURED AT LEAST TWO (2) HOURS PRIOR TO POURING M« i
O U
BEAMS AND LINTELS.
Y--I
9.
REINFORCE WALL WITH LADDER TYPE REINFORCEMENT ("DUR-O-WALL" OR EQUAL) IN BED JOINTS AT I G"
Q.C.
MEASURED VERTICALLY. LAP SPLICE ALL HORIZONTAL WALL REINFORCING 6". PROVIDE
PREFABRICATED "TEE" OR CORNER SECTIONS AT ALL INTERSECTING WALL5.
PROJECT No.
10. REFER TO TYPICAL WALL SECTIONS FOR MAXIMUM CONSTRUCTION HEIGHT OF MASONRY WALL5.
PROVIDE CLEAN -OUT HOLES AT BASE OF FILLED CELL WHEN THE CONCRETE POUR EXCEEDS
18-022
5 FEET IN
HEIGHT.
SHEET
1 1.
ALL FRANGIBLE (BREAKAWAY) WALLS HAVE BEEN DESIGNED IN ACCORDANCE WITH A5CE 24,
S
MIN I= ^^rI
1
I
r.
P9
P17
P 17a
P2
I
TYPICAL FILING f
-TRAN5ITION CAP
CRITICAL BEARING PILING
52.5 kips COMPRE55oN
LOAD
TYPICAL FILING A P 1 V
ARWALL FOOTING A
TYPICAL FILING T
P 2 2 TRANSITION CAF
P3 AP4 AP5
P14
P15
TYPICAL PILING @ GARA(
on 5HEARWALL FOOTING
35 kips TYPICAL LOADIN(
TYPICAL PI ING TRANSITION
CAP @ GARAGE
6'
P13
CRITICAL BEARING PILING
57.5 kips COMPRESSION
LOAD
PII
P12
TYPICAL PILING # TRANSITION
CAP @ GARAGE
_ __m... -_ _ ,_......
- 02
P3 7
.P20 \
I
P 2 4 5HE RWA�� FOOT P 2 5
43 kips MAX. LOADING
TYPICAL PILING T
TPAN51TION CAF
vote]
ELEVATION CHANGE
AT 5NEARWALL PILING
P32
TYPICAL PILING @
5HEARWALL FOOTING
42.3 kips MAX. LOADING
10 G
AUGER -CAST PILE
SCALE: 1 /4" = I-0"
C ITICAL BEARING PILING
5 3.4 kips COMPRE
CAD j
TYPICAL PILING @
ELEVATOR PI - REFE
TO DETAIL 511ET 5-
P33
LAYOUT
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED "Construction Set",
DATED, SIGNED AND SEALED BY THE ENGINEER. ALL CONSTRUCTION SHALL BE IN
COMPLIANCE WITH ALL JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS.
CONTRACTOR SHALL COORDINATE ALL DETAILS AND
c l ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION.
a
VATION CHANGE
5HEARWALL PILING
CONSTRU'TION SET
in•
P7
TYPICAL PILING @ GARAGE-
PI0
v U
DOUBLE PILE @
SHEARWALL FOOTING
ITICAL BEARING POINT
F A P43
TYPICAL PILING #
TRANSITION CAP
P3 5
9'- 10"-
i�
P48
1-7
---, P47
{
TYPICAL PILING @ PATIO
w/ TRANSITION CAP
•
P42
P39
POURED -IN -PLACE or N
PILATER BLOCK CONCRETE
COLUMN - REFER TO PLANS
FOR LOCATIONS - REFER TO
COLUMN SCHEDULE FOR N
SPECIFICATIONS
REINFORCEMENT - TYPE
"C- I " COLUMN ILLUSTRATED
N
TRANSITION CAP or GRADE BEAM
REFER TO TRANSITION CAP
DETAIL (sheet 5-3) FOR REINF,
REFER TO GRADE BEAM DETAILS
5heet 5-9 --
CLEAN OUT G" BELOW TOP
OF PILE PRIOR TO CAP
CONSTRUCTION
#3 STIRRUPS SPACED 3" O.C. 9
@ TOP OF PILE THEN 10" O.C.
FOR REMAINDER AS SHOWN m
I G" cha. AUGER CAST -
PILE w/ (G) #G BARS
only (3) bars Shown
PILE SHALL BE DRILLED w/ A
CONTINUOUS FLIGHT AUGER
AND CAST w/ 5,000 P51 GROUT
.WIRE TIES
I
(G) #3 BARS
TAPERED TO POINT * TIED
TO PILE CAGE AS SHOWN
wlTICAL RAN51TIING ON q PATIO PILING 5 C
I G"
HOOK ALL PILE REINF TOWARDS
CENTER OF TRANSITION CAP or
ZGRADE BEAM - REFER TO
DETAIL5 (sheet 5-3)
TOP OF TRAN5. CAP
EL.=SEE 5CI-1EDULE
v
N
3" MIN, PILE EMBEDMENT
per FPC 181 0.3. 1 1
PILE CAPACITY IS RELATIVE TO PILE DEPTH
BELOW THE SCOUR LINE, REFER TO DEEP
FOUNDATION NOTES FOR DETAILS.
BOTTOM OF PILE CAGE
EL.=SEE 5CI1EDULE
PILE/CAP/COLUMN DETAIL
SCALE: NOT TO SCALE
HEDULE
� a
N
NIMI0
o a o
b+ o
U
ct
V1
PROJECT N
,8-022
SHEET
R e
INSTALLATION NOTE: TOP OF PILE STEEL SHALL NOT EXCEED 3" (0.25 feet) BELOW T0Ii00V=6ApE1ANc„ S-L
BOCC
DESIGNATION TYPE TOP OF PILE PILE DEPTH PILE length CAP eleatlon
P I -P6 16" AUGER -CAST 7.25 navd - 1 9.00 navd 26.25' 9.00 navd
.............
P7-P 12 1 G" AUGER -CAST 7.25 navd - 19.00 navd 26.25' I 9.00 navd
- - - _ _ -_
P 1 3-P 14 1 G" AUGER -CAST 7.25 navd 24 00 navd 3 1 .25' 9.00 navd
.. ___ _ -__ . ------ -_.. ------- .._ _.-..
P 15-P 19 -1 6" AUGER -CAST 1 8.75 navd 19.00 navd 27.75' 1 10.50 navd
1 13.00 navd
P20-P28 I G" AUGER -CAST ' 1 125 navd I -1 9 00 navd 34.00' 1 3.00 navd
------ __. _- -__.- r ___ _. _. ___ __ _ -
P29 1 I G" AUGER -CAST I 1 1 .25 navd 24 00 navd 35.25' 13.00 navd
P30 I G" AUGER -CAST 9.75 navd - 1 9.00 navd 28.75' 1 1.50 navd
_-------------___ m:____. -_--____-- _ ---____.
P3 1 1 G" AUGER -CAST 8.25 navd 19.00 navd 27.25' 10.00 navd
.____--------- -___F -- _..._ _ __...
P32 I I G" AUGER CAST 9.75 navd I 19.00 navd 28.75' 1 1.50 navd
i____-_._ ..._
P33 16" AUGER-CAST�9.75 navd I 19.00 navd 28.75' 1 1.50 navd
P34 I G" AUGER -CAST 1 1 .25 navd ' 19. 00 navd 30.25' 13.00 navd
--------------_._.._...C_ ...- _ _.._............
P35 16" AUGER -CAST 1 1 .25 navd -1 9.00 navd 30.25' 1 3.00navd
- - -- - .. -- -- -- - --------------
P36 P37 I G" AUGER -CAST 9.75 navd 1 9 00 navd 28.75' 1 1 1.50 navd
_.___-___-_ _----.-------__ ---- _-- -.-_ _.
P38 P49 I G" AUGER -CAST 8.75 navd 19.00 navd 27.75' 10.50 navd
CONTRACTOR SHALL COORDINATE ALL DETAILS AND
ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION.
TOP OF BE
0 9.0 NAVD
IN _ __-_ __ O
I -
I F-7 �SHEARWALL FOOTER
1 j (typ.) refer to details
I i I 1
I i ,
+
SLOPE 2"
I
typ saw ut c
1 n F_6 OP OF CAP
, t 9.0 NAVD J4
1i
I�- MONO ' ) (typical)/
RECES FOR GARAGE 00R s
I� (typ.) - refer to details
4" THICK **FRANGIBLE** CONCRETE SLAB
I v (MINIMUM 3000 PSI ® 28 DAY j
N FIBERMESH REINFORCED - SAW CUT A SHOWN
I I'' OVER 6 MIL. VISQUEEN VAPOR BARRIER
OVER CLEAN COMPACTED TERMITE TREATED
FILL (COMPACTED TO 95% DENSI Y)
typical for all GROUND FLOOR sl as
I a
ELEVATION
TOP OF CAP
(9.2 N.A.V,D.)
9.0 NAVD 10" a'- 2'-0^ L 4'-7" 2'
(typical) MONOLITHIC FOOTER typ,)
efer to ddetails - A
STEEL DISCONTINUO S AT ��
TRANSITION CAPSF?,
TOP OF BEAM
® 9.0 NAVD
�SHEARWALL FOOTER
(typ.) refer to details
CONCRETE SLAB o ` 0' 1 r-B F F ® 13.0 NAVD
— -I ..F, GO mi- .........
._ > 'I' i_ ___ ___. ._�__.. _�F. saw Gut
... .. .....
4m o A 4" AV D.) �P. saw cut
pE p U
IL U
-0 k 10—
=
TOP OF BEAM q O O F-5 I j
® 13.0 NAVD --
_. typical (3 516e5 I
P-3 `
MONOLITHIC FOOTER
O-9refer to details sheet -�-
ALL SETAINSNNCAPSATRIO
t
-77 -
D - —.- 1.fw_... ...L_ .w
ZE
O
TOP OF BEAM `
T0I�-- —------------- ( 013.0NAVE
OF BEAM , r
0 13.0 NAVD SHEARWALL FOOTER ft ) (I
ALL ENCLOSED SPACES BELOW THE BASE FLOOD
ELEVATION SHALL BE PROPERLY VENTED IN
ACCORDANCE WITH `BC REGULATIONS - USE
CAST-CRETE 8U6 PRECAST CONCRETE LINTELS (or
equivalent) ABOVE ALL REQUIRED FLOOD VENTS IN
MASONRY WALL APPLICATIONS - REFER TO
ARCHITECTURAL DRAWINGS FOR VENT LOCATIONS
ALL CONCRETE SLABS BELOW THE
LOWEST HORIZONTAL SUPPORTING
MEMBER ELEVATION (16.41 N.A.V.D.)
SHALL BE FRANGILBE DESIGN.
refer to EXTERIOR
STEPS FOUNDATION
PLAN sheet S-11 TOP OF CAP
0 12.5 NAVD
(typical)
2" THICKENED EDGE w/
(2) #5'5 Cont. (typ. at
I under -patio slab perimeter)
O F-3 refer to details I I F-3 4' THIC ONCRETE SLAB 12" THICKENED EDGE w/
F-2 A FRANGIBLE) n (2) #5'5 Cont. (typ. at
4' THICK * ELEVATION FRANGIBLE CONCRETE SLAB Saw cut ®® F n N under -patio 51ab perimeter)
(MINIMUM 3000 PSI ® 28 DAYS) 5 v,D.)
.w� -
w.
I FIBERMESH REINFORCED -SAW CUT AS SHOWN 60 � s' — t TOP OF CAP
I OVER 6 MIL. VISQUEEN VAPOR BARRIER 0 12.5 NAVD
i
I OVER CLEAN COMPACTED TERMITE TREATED I +I . ----�----------- _
02
= N FILL (COMPACTED TO 95% DENSITY)\
T P OF CAP �"
N a typical for all GROUND FLOOR slabs / T. �� 4" thick FRANGIBLE SLAB
® 11.5 NAVD - I 1 (A/C equipment ad -refer to
kU—
(13.040'-0" - m I ? 1 - - - y-10" - - 2 0� Fran ,b1e 9 b21 architecturals fad
I ELEVATION ���--- �--- i � _ IOP
-I I'-01, B.F.F. e... — J ELEVATION
N.A.V.D.)
SHEARWALL FOOTER (typ.) j 6
-- ----- ------ - (125N.A.V.D.)
8refer to details P-7 Similar F- TOP OF BEAM
— — — — — —
— --- -- I 012.5NAVD
TOfp OF BEAM
® P.O NAVD
__` _. ._.. _..._.._ ... N
is
)
GRADE BEAM rRANSIr1oN TOP OF BEAM
® 11.5 NAVD TOP OF BEAM CONTRACTOR 5HALL COORDINATE wi'RWALL FOOTER
ALL CONCRETE SLABS BELOW THE Pe`T�`ca z> ocarloN°s 013.0 NAVD ° OF BEAM ARCHITECT EA/C SUD-CONTRACTOR t refer to details
�'i VD TO ENSURE ADEQUATE CLEARANCES
LOWEST HORIZONTAL SUPPORTING EORACEQUIPMENrIMANENNCE
MEMBER ELEVATION (16.41 N.A.V.D.)0,d,•
SHALL BE FRANGILBE DESIGN. I I E AW-CUT
4" TRAN5ITION CAP LAYOUT
4" THICK CONCRETE SLABirduaede°rgakFFlANGIBLE EOOTING5 * SLABS
Q fit--induced
d A
(MINIMUM 3000 PSI ® 28 DAYS) " mox.r=fl.
FIBERMESH REINFORCED - SAW CUT AS SHOWN
OVER 6 MIL. VISQUEEN VAPOR BARRIER 60°
OVER CLEAN COMPACTED TERMITE TREATED :I - 1 /'�/,,/�������
FILL (COMPACTED TO 95% DENSITY) -qW-CUT` - - - - - -
typical for all GROUND FLOOR slabs ( {
t #
SCALE: 1 /41' = I '-O"
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED
fKAN G I BLE HAD DETAIL "Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER.
')CALE: not to scale ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL
JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS.
CONSTRUCTION SET
DISCONTINUE STEEL for
FRANGIBLE FOOTINGS
refer to plans for locations
9NPo Ydt1 N:fl Yd. :IY: IINtI
#3 STIRRUPS MFR'd
w/ 9Ya" INSIDE DIA.
�IN
AUGER
CAST PILE
exterior edge
� r — interior edge
CONTINUOUS FOOTER @ ( ��"r
EXTERIOR PERIMETER 6" AUGER CAST PILE
w/ (2) #5'5 cont. (TYP.) J
PILE CAP
see detail
TYPICAL PILE @ TRANSITION CAP
(w/ adjacent continuous footing)
#3 STIRRUPS MFR'd
w/ %4' INSIDE DIA.
exterior edge of grade. beam
(6) #GO IN
AUGER CAST FILE
I 1
nterior edge of grade beam
16" AUGER CAST FILE—:
TYPICAL PILE @ GRADE BEAM
#3 STIRRUPS MFR'd
w/ 5Y4" IN51DE DIA.
exterior edge of grade beam
interior edge of grade beam
16" AUGER CAST PILE
(G) #GO IN
AUGER CAST PILE
TYPICAL PILE @ GRADE BEAM
(CORNER)
a 00
o I I
00
m
i
N
I
N
0
v
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O
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m
M Z W
9 N
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w
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o a o
0 0
w ZZ w
Z 3 U wJ
W K 2 U Q
O O U N O
zU o
W M
m
xo
Us
U a, w
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z
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N
W o
r r•� w
V a w 0
W
Z � F
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� ax.
TYPICAL #6 1N AUGER
CAST PILE
p
XIS
, .
top of plie
bottom of tran5ltion cap
p W o
a
it
+9
a a
°
.:I 6" AUGER ro
20
73
CAST PILE 71
---16
TYPICAL PILE PROFILE
a
PILE REINFORCEMENT DETAILS
.o
SCALE: NOT TO SCALE
rid
r (7) #Gx 16" @ 9"
a
p O.C. AS SHOWN
(3) #3 STIRRUPS
@ E) O.C.
,.,f.
�y
0
w
Ct
O
51DE AS EACH
SIDE AS
U
PROVIDE A MINIMUM 3" CONCRETE
H U z
COVER FOR ALL REINFORCING STEEL,
ALL TRANSITION CAPS ARE CENTERED
r4
cn
OVER CORRESPONDING AUGER PILE.
E.
TRAN5ITION CAP DETAILS 18-022
REVIEWED FOR SHEET
SCALE: NOT TO SCALE
IANCE
ST. LUCIE COUNTY S-3
CONSTRUCTION SET
POU RED -I N-PLACE
G" THICK (nominal)
3000p51 CONCRETE
STRUCTURAL SLAB w/
#4'5 1.2" O.C. EW
ELEVATION
5.5
refer to Section
for beam details
C-5
CTB-1
2x4 PRE ENGINEERED WOOD
FLOOR TRUSSES @ 24" o.c.
refer to shop drawings
!
ELE TION
+0' "F.F.
I
1
I
I : I ' 21 ?x I C I-, T. LEC' �
CANTILEVER '�-5
li I v
In 1
II I 1
2x10R.T.
5HEARWALL
O
N
1 5'-1
+0'-01, F.F.
(T5C I; above)
38.3 kips LOAD
BEAPUNO jOR :BE
�
U
Oo
- ------; -O
N
�
m
7
LU
LLJ
)
Z_
O
Z
W
y�
LU
L
j
MA50NR�SHEARWALL CTBPOURED-IN-PLACEG" THICK (nominal)3000F51CONCRETE_=--m____STRUCTURAL SLAB C('` Ibalcony) MA O RY
- refer to details fa T i KY, PL! ;pen to beLTALT5
fe to sheet
.: .....- .-----
reinforcemen ,fpl" r 2 f.rr FRAMING Dr fr~r to
[C,�—� ,. .�IIiTPCTUiUVL PkAN5 R DETAILS U
s---- --r— --
i
c _
..
-
5-.
U YtLLKED IN=PL t - ---
_ 3000psI CONCREiF
efer to section
— 5TRUCTURAL SLAB
details Por reinforcement
ELEVATION-1r.`rON�".r
-a-5^ e.F.F.
CTB—T 4
(,- --- 5 2 :_....._ __ ELEVATION L�
1 +0 '0" F F
transition from m
CT15-7 to CT5-8 I
�> oN
4
M NRY EAR LL fig_ ) 2x 1 T. 1_
ELEVATOR 5
HAF7 WALLS SHALL BE CONSIDERED
A COMPONENT OF THE ADJACENT MASONRY
_ 5HEARWALL AND5HALL BE CONSTRUCTED IN A
CON515TENT MANNER, A5 DEFINED 5ELOW.
refer to section 1
for beam details 1.
I
F USH
77
I I
I
I
¢ I
I ,
POURED -IN -PLACE
G" THICK (nominal) (. 4
3000F51 CONCRETE --'— —�--- -- - - --
i
STRUCTURAL SLAB w/ IFA
#4'5 12" O.C. EW MASONRY 5HEARWALL
OL ELEVATION 4_g
+0'-0" F.F. CANTILEVER
ALL MASONRY CONSTRUCTION ORIGINATING
BELOW THE LOWEST ALLOWED HORIZONTAL
SUPPORTING MEMBER @ I G.50' N.A.V.D.
(FIRST FLOOR) SHALL BE FRANGIBLE
CONSTRUCTION, UNLESS NOTED OTHERWISE.
REFER TO SHEET 5-9 FOR FRANGIBLE WALL
CONSTRUCTION DETAILS.
>) 2x 10
T. LEDGER
I
FLOOR TgL15SE5 @ 2411 o.C.
refer t shop drawings
(2)
1
ALL WALLS DENOTED "MASONRY 5HEARWALL"
(ILLUSTRATED AS )
ARE NOT FRANGIBLE AND SHALL BE
CONSTRUCTED IN ACCORDANCE WITH THE
METHODS PRESCRIBED IN T E "TYPICAL WALL_
SECTION" ON THE DETAIL SHEET 5-9.
8" C.M.U. MASONRY SHORE -NORMAL
5HEARWALL w FILLED CELL COLUMNS @
48" o.c. MAX. # I Gga, LADDER TYPE REINF.
refer to TYPICAL WALL SECTION for details
CTB-1 MASONRY 5HEARWALL all FM
8" C.M.U. MASONRY SHORE -NORMAL
5HEARWALL w FILLED CELL COLUMNS @
48" o.c. MAX. t I Gga, LADDER TYPE REINF.
refer to TYPICAL WALL SECTION for details
(2) 2x 10 P.T. LEDGER w/
8'x7" WEDGE ANCHOR G"
FROM ENDS � @ 2411 O.C.
typical for all wood floor
truss bearing ledgers
ALL ENCLOSED SPACES BELOW THE BASE FLOOD
ELEVATION SHALL BE PROPERLY VENTED IN
ACCORDANCE WITH FBC REGULATIONS - USE
CAST-CRETE 8U8 PRECAST CONCRETE LINTELS (or
equivalent) ABOVE ALL REQUIRED FLOOD VENTS IN
MASONRY WALL APPLICATIONS - REFER TO
ARCHITECTURAL DRAWINGS FOR VENT LOCATIONS
1 st FLOOK IF RAM I NG PLAN
CONCKETE COLUMN LAYOUT
SCALE: 1 /4" = I'-011
FIRST FLOOR CONCRETE TIE BEAM SCHEDULE
MARK
PLAN 51ZF
REINFORCEMENT
TOP of
BEAM
REMARKS
D
W
TOP
M.
DOT.
STIRRUPS
CTB-1
24"
8"
(2) #5
n/a
(2) #5
#3 @ 1 2" O.C.
+0'-O"
TYPICAL 15t FLOOR BEAM exterior
CT5-2
23"
1 2"
(3) #5
n/a
(3) #5
#3 @ 1 2" O.C.
-0'-1 "
12" BEAM - FLOOR SUPPORTING
CTB-3
24"
1 G"
(3) #5
(3) #5
(3) #5
#3 @ 1 2" O.C.
+0'-0''
INTERIOR I G" BEAM @ GARAGE
CT15-4
varies
1 2"
(3) #5
n/a
(3) #5
#3 @ 1 2" O.G.
sloped
BOTTOM @ -2'-0" B.F.F.
CTB-5
1 24"
1 2"
(2) #5
(2) #5
(2) #5
#3 @ 1211 O.C.
+0'-0"
1 2" BEAM - EXTERIOR WALL BEARING
CTB-5a
varies
1 2"
(2) #5
n/a
(2) #5
#3 @ 1 2" O.C.
sloped
BOTTOM @ -2'-0" B.F.F.
CTB-G
vanes
8"
(2) #5
n/a
(2) #5
#3 @ 1 2" O.G.
sloped
BOTTOM @ -2'-0" B.F.f.
CTB-7
20"
8"
(2) #5
n/a
(2) #5
#3 @ 1 2" O.C.
vanes
TYPICAL PATIO SLAB BEAM
CT13-7a
1 7"
8"
(2) #5
n/a
(2) #5
#3 @ 1 2" O.G.
Vanes
BOTTOM @ -2'-0" B.F.F.
CTB-8
23"
8"
(2) #5
n/a
(2) #5
#3 @ 1 2" O.C.
O'-
TYPICAL 15t FLOOR BEAM Interior
-�—W
CTB-I
• • G" PATIO SLAB
0
REINFORCEMENT
t DIMENSIONS
•. ! ARE IDENTICAL
TO CTB- 1
CTB- I a
CTB-4
SPECIALLY LOADED BEAM
(3) #515 cont. TOP STEEL
• 0 (3) #5x72" left side TOP STEEL
(4) #3 STIRRUPS @ G" O.C.
0 0 (typical at beam ends)
#3'5 @ 1 2" O.C. elsewhere
-••' • • •- (3) #5'5 cont. BOTTOM STEEL
CTB-7a CT13-2a
CTB-7b SIMILAR
w/ I G11 DEPTH
CONCRETE COLUMN SCHEDULE
MARK
PLAN SIZE
REINFORCEMENT
REMARKS
B
H
VERTICAL
TIES
C
8"
1 G"
(4) #5
#3 @ 1 2" O.C.
TYPICAL FORM -POURED COLUMN
C2
8"
1 G"
(G) #5
#3 @ 1 2" O.C.
TYPICAL CORNER FORM -POURED COLUMN
C3
1 2"
1 G"
(G) #5
#3 @ 1 2" O.C.
TYPICAL FORM -POURED COLUMN - ELONGATED
C4
1 1 2"
1 2"
(4) #5
N/A
1 2" say. PILASTER BLOCK COLUMN - see note below
C5
18"
1 24"
(8) #5
#3 @ 1 2" O.C.
GARAGE DOOR COLUMN
CG
1 2"
1 2"
(G) #5
#3 @ 1 2" O.C.
OPTIONAL 12"x 1 2" COLUMN
C7
I G"
I G"
Q #5
N/A
I G" sq. PILASTER BLOCK COLUMN - see note below
—B-7�
Lt-71 CID
C-I C-2 C-3
SEE PLAN FOR ORIENTATION
�fI
'k— . • •
C-6 C_7 40 W o
C— 5 C-G MAY BE USED IN PLACE OF C-4 C-G MAY BE USED IN PLACE OF C-5 i
REVIEWED FOR O �
CODE COMPLIANCE ,�, . Con
ST. LUCIE COUNTY
CONTRACTOR SHALL COORDINATE ALL D�?FS AND Z
ELEVATIONS WITH ARCHITECT PRIOR TO CONSTRUCTION.
THESE PLANS ARE NOT FOR CONSTRUCTION UNLESS STAMPED
"Construction Set", DATED, SIGNED AND SEALED BY THE ENGINEER. PR18 022
ALL CONSTRUCTION SHALL BE IN COMPLIANCE WITH ALL SHEET
JURISDICTIONAL PERMITS, CONDITIONS AND CONTRACT DOCUMENTS. S-4