HomeMy WebLinkAboutSite Plan Approved 4-13-21RlIa,Doll
PHASE 1
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R45 N. Oj r
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- SITE LIGHTING, TYP.
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Im I o (PHASE I)
Z I LIGHT INDUSTRIAL
r-- I II 10 mI BUILDING
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I _ - TOPOSE O F.F.E=21,35
FLAG P LES I o�{l1L 10 1
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I. SIGN (BYOOTHERS) I 15 II 5 I O En 5' CONC. SIDEWALK
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1 6' CONC.
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SETBACK LINE
100'
-- - TUB TDB
PARCEL #3406-502-0008-000-2 0E of
OWNER: FORT PIERCE NO. 4, LLC 0E OE
F TOE TOE i06
ZONING: IH JOB
FLU: IND JOB
(NO ID)-\
10'LANDSCAPE BUFFER
n /ISUMPSiTER%/
12' CONC. BUILDING 2
SIDEWALK (PHASEIFUTURE)
WAREHOUSE
$ BUILDING
15,000 S.F.
F.F.E = 21.35
0
EENCLOSURE,
R15' - R10'
T10
/
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'► R3, R3' 1O I 5
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RT 2
R10' _ R15' (2)
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5' qQNC. SIDEWALK r �I� 26
210' 01 O Y
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SITE
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�R15' I ,•d - LOADING SPACE (BLDG 1 & 2) I-�
V (TRUCK WELL)
Ems• � 35' LOADING -� - - _ -
KNEE WALL W I ZONE
5 �.
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CURB &GUTTER
SEjRB5N(1(•K R50
R50'
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R45' 30,
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I DRY RETENTION POND i /" ! PARCEL #3406-502-001E-000-9
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20' 0o I 0.19 AC.��
m I 16 19 20 / PEBUEF�i / / / OWNER: MIDWAY INDUSTRIAL PARK III, POA
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SITE PLAN
SCALE: 1" = 30'
SE�BPCK �EQ
MIA Islots
F�ON
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REAR
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TEC
72 HOURS BEFORE DIGGING
CALL TOLL FREE
4.
Know what's below.
CBII before you dig.
59.55'
BUILDING
R5'
(PHASE 11)
LIGHT
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ci•
INDUSTRIAL
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BUILDING
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14700SF.
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((7)30'X70'
inn
UNITS)
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F.F.E. = 21.30
1 m
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R30'
210'
/
JR2 R44' z
a ,
N PROP. TYPE "F"
CURB & GUTTER
$5
GRAPHIC SCALE
LEGEND
mmmemmmIll
0 30 60
( IN FEET)
�JI
EXISTING ASPHALT
1 inch = 30 ft.
PROPOSED ASPHALT (HEAVY DUTY)
PROPOSED ASPHALT (REGULAR DUN)
PROPOSED CONCRETE
PROPOSED CONSERVATION EASEMENT
SITE PLAN
APPROVED
April 13,,, 22021
ApIPI►
1 , o 113d WO ,I
PDS Order 2021-018
PROJECT INFORMATION
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SITE ADDRESS
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POST OFFICE ROAD
FORT PIERCE, FLORIDA 34981
OWNER/APPLICANT
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FANELLI FORT PIERCE LLC
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GABRIEL TAKAYAWA
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6499 POWERLINE ROAD SUITE 101
FORT LAUDERDALE, FLORIDA 33309
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PHONE (786) 250-5268
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ENGINEER ARCHITECT
MBV ENGINEERING, INC. JOHN FOSTER, AIA
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1835 20TH STREET 11205 RIDGE AVE.
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VERO BEACH, FLORIDA 3296E FORT PIERCE, FLORIDA 34982
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PHONE (772) 569-OM PHONE (772) 370-9464
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SURVEYOR
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INDIAN RIVER SURVEY, INC.
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1835 20TH STREET
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VERO BEACH. FLORIDA 32960
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PHONE (772) 569-78SO
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TAX PARCEL I.D. NUMBERS)
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3406502-0009-000-9
ZONING LAND USE
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LATITUDE LONGITUDE
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27'22'40.80" N 80'22'39.62'W
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PROJECT DESCRIPTION
45'
H PROJECT PROPOSES A PHASED SITE PLAN FOR MANUFACTURING AND
T IS
WAREHOUSING THE FIRST BUILDING (PHASE 1) IS A 15,000 SQUARE FOOT LIGHT
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5' CONC.
INDUSTRIAL FACILITY WITH RELATED OFFICE SPACE. THE SECOND BUILDING (PHASE
_ H 00
n
SIDEWALK
]-FUTURE) ISAN15,000 ADDITIONAL SQUARE FOOT OF WAREHOUSE FACILITY TO
SUPPORT THE MANUFACTURING FACILITY. THE THIRD BUILDING (PHASE 11) IS
U r
d
LIMIT OF PLAT
PROPOSED TO PROVIDE 14,70E SQUARE FEET OF LIGHT INDUSTRIAL THAT CAN BE
O M
CUSTOMIZED FOR LEASE AS CONTRACTOR TRADES OR MINI WAREHOUSE..
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SITE DATA
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2 6
LB4Z66
EXISTING SITE DATA
� 1'1
m
FAVORITE
SF AC %
SITE AREA 173,429 SF 3.98 AC 100%
Of U
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ROAD (P/
L,
IMPERVIOUSAREA OSF OLEO AC OLEO%
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50 ROW (OPEN
PERVIOUSAREA 173,429 SF 3.98 AC 100%
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PROPOSED SITE DATA
SITE AREA 173,429 SF 3.98 AC 100%
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MODEL LAND
oMPaNr sueDm90la
P8 4. Pc 36
IMPERVIOUS AREA 103,719 SF 2.38 AC 59 80 %
PROPOSED BUILDING 44,700 SF 1.03 AC 25 77 %
m e
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JW 1/4 OF
SEC OON
6)
PROPOSED CONCRETE 5.169 SF 0.12 AC 2 97%
PROPOSED PAVEMENT 53,860 SF 1.24 AC 31.06%
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PERVIOUS AREA 69,71E SF 1,6E AC 40.2E %
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NET NEW IMPERVIOUS (+) 103,719 SF 2.3B AC
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ZONING DATA
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IH CRITERIA REQUIRED EXISTING PROPOSED
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LOT SIZE 43,560 SF 173,429 SF 173,429 SF
LOT WIDTH 200'MIN. 242.60' 242.60'
BUILDING SETBACKS
FRONT 50, NA 87.84
SIDE 30' NA 35,
NA 57.6'
REAR 40' NA 51.43
BUILDING COVERAGE 50% MAX. 0.0% 25.77%
OPEN SPACE N/A 100.0% 38,30%
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BUILDING HEIGHT 80' MAX. NA 35'
PARKING DATA
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ITE, 5TH EDTION
PARKING REQUIRED=
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LIGHT INDUSTRIAL (110) = 0.65 SP / 1,000 SF = 32,700 / 1,000 = 20 SPACES
WAREHOUSE (150) = 0.39 SP 11,000 SF = 15,00E / 1,000 = 6 SPACES
TOTAL PARING REQUIRED = 28 SPACES
PARKING PROVIDED = 37 SPACES TOTAL
4 HANDICAPPED SPACES
33 STANDARD SPACES
TRAFFIC STATEMENT
PER ITS, 10TH EDITION:
GENERAL LIGHT INDUSTRIAL (110)
4.961 1,000 SF BLDG = 4.96 X 32.7 (KSF) = 162 TRIPS
WAREHOUSE (160)
1.741 1,00E SF BLDG = 1.74 X 15 (KSF) = 26 TRIPS
188 DAILY -RIPS (50% IN, 50% OUT)
DRAINAGE STATEMENT
THE PROPOSED STORM WATER MANAGEMENT SYSTEM CONSISTS OF A DRY
Q
RETENTION POND TO PROVIDE? OF TREATMENT FOR THE SITE, IN ACCORDANCE WITH
iY
SFWMD PERMIT NO. 56-01444-P, PRIOR TO DISCHARGE TO THE MASTER STORMWATER
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SYSTEM SERVING THE MIDWAY INDUSTRIAL PARK VIA THE WETLAND BORDERING THE
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SOUTHER) PARCEL BOUNDARY.
PERMITS REQUIRED
ST. LUCIE COUNTY MINOR SITE PLAN
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rn
ST. LUCIECOUNTY VEGETATION REMOVAL
0
ST. LUCIE COUNTY DRIVEWAY
ST, LUCIE COUNTY STORMWATER
0
ST. LUCIE COUNTY FIRE REVIEW
ST. LUCIE COUNTY RIGHT-OF-WAY
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FORT PIERCE UTILITIES AUTHORITY
of
NSLWMDPERMIT
Q
SFWMD ERP MODIFICATION
SIGNAGE & PAVEMENT MARKING SCHEDULE
SIGN ID
NUMBER
SIZE
DESIGNATION/NOTES
0
30"
R1-1 "STOP" SIGN
02
24"
SOLID WHITE STOP BAR
0
12"
FTP-20-06 HC PARKING SIGN, SEE DETAIL SHEET C9
®
PAVEMENT MARKINGS PER FOOT INDEX#711-001
O
12"
SOLID WHITE CROSS WALK STRIPES
FDEP WPTER DISTRIBUTION
FDEP WASTEWATER COLLECTION
LL.I
FDEP NPJES NOTICE OF INTENT
m
FLOOD ZONE
THE SUFJECT PROPERTY IS LOCATED IN FLOOD ZONE'X' PER FLOOD
LL
INSURA6CE RATE MAP #1211IC0169 J. DATED FEB. 16, 2012.
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LEGAL DESCRIPTION
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LOT 14. MIDWAY INDUSTRIAL PARK - PHASE III - SOUTH, ACCORDING TO THE MAP OR
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PLAT THEREOF, AS RECORDED IN PLAT BOOK 45, PAGE(S) 40 THROUGH 41, OF THE
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PUBLIC RECORDS OF ST. LUCIE COUNTY, FLORIDA.
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WASTEWATER SOURCE
FORT PERCE UTILITIES AUTHORITY
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POTABLE WATER SOURCE
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FORT PERCE UTILITIES AUTHORITY
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PHASING PLAN
�I�'/SON BOW
PP
SITE WORK BEGIN/END
1\I
0CENSF
N1Q
PHASE 2021/2021
\,
No. 3
PHASEII 2025/2026
*53
; ;
Bu1LDres BEGIN I END
? STATE OF
BUILDING 1 (PHASE 1) 2022 / 2022
r=A4o FC ORIDp ���d,1,
BUILDING 2 (PHASE 1) 2D2212023
BUILDING 3(PHASE II) 2025/2026-�SS�ONAL
_ L
EN�'11''�1L
AARON J. BOWLES
FL. P.E.#55313
SHEET
C4
OF 11
20-0003
20 -SO
CUT EX. 36" RCP &
CONNECT TO DS-16
m GRADE &SOD T
DS 16 .
IaaB MATCH EXISTING
M TC. I I (4:1 MAX)
19.80t
INSTALL TCURB
TRANSITION
I Ile
20.65 '
20.00 20.15 -
19.2 3 0.85 I
I I
B INSTALL 3- CURB
M t 10 1, TRANSITION
MATCH EX 19.50 '� 20.95 20.85--
19.70t \
1.1 20 70
a W
I 1 D-pf 1 1 _
N
CA 7C BA5N I 4 .
TEW E 124B _ r .
OP EL BASIN N IN iT o
TOP V. 13.3..5 E IN =124i 3 "' I rn 21.25 2 _
E INV= 49 W IN 1t84 :. 19.6 '
20.85ji
/
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�NSTALL _ Y
2 LF 18" a
ADS HP 3
S PAD 5 2 65 0 u' STORM - p
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1651 .16,44 15. 1 tOB --TOE 16.
15.Oe 15.00 TOS TOB 14.52 TOE
OE OE OE
OB
\ 15 09 15 i0E TOE 15.20TOE
TO6
16 9��H TOO
PHASE 1 -' '�'""o
TYPE "D" CURB ON 0 (No 10)�
UF RETAINING WALL _
21 40 INSTALL 151 LF 18' 20.65 21 40 20.65 7 / / >- /r 6 / / /
/ / / /xr 9 / / / / / /GRAD &SOD TOE
20 90 _ _ - ADS HP STORM _ 20_15 20 90 20.15 / / / / / / / / / / / / / / / / / NJAT STING
_ 00
10-90 �.- D20 15 10.00
., 21.30 100 6'CONC. 100'
INSTALL 'CURB V SIDEWALK ` INSTALL 47 LF
TRANSITION
(( 12" ADS N-12 INSTALL 78 LF / / / / / / / / / / / / SEi TIO
20.75 ! 18"ADS HP STORM
BUILDING 1
BUILDING 2
12' CONQ.
21 30
(PHASE I FUTURE)
SIDEWALK
(PHASE 1)
WAREHOUSE
LIGHT INDUSTRIAL n
N BUILDING
BUILDING
15,000 S.F.
15,000 S.F.
21.3 F.F.E = 21.35
F.F.E= 21.35
INSTALL 57 LF
12" ADS N-12
LF ORM /
ST/ / / / / / / / / / I ' L✓U /
INSTALED 0 BE
PHASE 1) // /// // // // // /// // / /
z1.o9
DS-6 DS-7 ' 1
21.30 µ� S CONC. 20.00 20.3
to I 21.15 -- SIDEWALK
2Q60 1
�I I 20.70 20.35 -
20
20.65
®elo'e o ma cnnlc �clnFmmlk I21.20
I2,1520�n OAS 19
45o Io .19040 .
x MA EX. m INSaTALL 2050 20.70 .x O INSTALL S CURB ( /
~ 19.552 - .O ) y
3' CURBi 20.50 � TRANSITION INSTALL 3 LF 2 . 0 `)
TRANSITION 5' CONC. SIDEWALK 8" ADS N-12
DS-17 M 20.95 INSTALL 46 LF 12" INSTALL 16 LF -
m
f a 20 65 20 60 20,45 '20 45 TRENCH DRAIN 8" ADS N-12
O 1 065 '• " 21.30 100' 21.30 \ 21.30 100' 21.3
9A9 11
INSTALL 80 LF 18" I 0 , 20 5 20 55 20.60 " '
ADS HP STORM - DS 15 DS;14
20.7 " �-
20.53 SHIPPING m DS-13
A 0.50 i' INSTALL 12 LF 1Y.20 '21.20 z21 20 20.60
20.58 F'1 2050 18 TRE}JCH DfiAIN'1720 '-
21.CU
21.25 '
21.25
210'
INSTpLL
3'CURB
INSTALL 3' CURB
0
ARANSITION
TRANSITION
BUILDING 3
(PHASE II)
INSTALL 128
LIGHT
LF 18" ADS
INDUSTRIAL
HP STORM
BUILDING
14,700 S.F.
((7) 30 X 70'
LL
UNITS)
F.F.E = 21.30
210'
I�
-
I 21.25
21.2
( 21.
_ 20.60
i 19_65
DS-3 20.00 INSTALL 49 LF -.
21,20
INSTALL 50 LF
� 12' ADS N-12
JI)
INSTALL 34 LF
I2 .58
MATCH EX.
I 20.53
2020 12" ADS N-12
2" TRUCK WELL
INSTAL
CONC. INSTALL 145 LF 24"
0.50I
19 75±
21 10
}DISCHARGE LINE
20.50 ADS HP STORM
FLUM
DS-8
20.00
�^^�
20.70
INSTALL
20.60
1
20.00
li
27 LF 18"
--
ADS HP
20
I
21 05
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STORM
�^
19.40
''
DS-4
18
DS-10-
-
INSTALL 3' CURB
INV. 18.00
-i ts. C6
TYPE T' CURB ON
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TRANSITION
/
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RETAINING WALL
DRY RETENTION POND
0
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INSTALL 3' CURB
- D18 20.
6y.
0.19 AC.
18
/ /
FLARE TRANSITION
INSTALL 257 LF 18" .;
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19 40 / / /
/
HP TO
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DE ICA 1I N -II
INSTALL12RCLR
S-
/
%
BE-o
30 LF&CAPADS
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MATCHEASE�1ENl I
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19.94i
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TOT ;S
0
(VACANT)
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ASEMENT
18.9%
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INSTALL M.E.S.
/
go/
W/ RIP AP
00
INV.= 17.00
GRADE IS SOD TO
r
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MATCH EXISTING
1
3
L644286
(4:1 MAX)
5=0.30
III
W 0 16
I � m
PAVING,
GRADING
AND
DRAINAGE PLAN
GRAPHIC SCALE
LEGEND
N
0 30
60
SCALE: V = 30'
( IN FEET)
�
EXISTING ASPHALT
1 inch = 30 ft.
I - 1
PROPOSED ASPHALT (HEAVY DUN)
PROPOSED ASPHALT (REGULAR DUTY)
I
PROPOSED CONCRETE
PROPOSED CONSERVATION EASEMENT
W
3
CATCH BASIN
Lj
TOP L 62
N INV=72 r2,89
6
S INV=I2. BB
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ANGLE 5'48'09"
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a
19.06 i
19 8585
INSTALL 80 LF 18"
ADS HP STORM
19 75
1890
5' CONC.
SIDEWALK
LIMIT OF PLAT
)S-20
FND PN NAIC
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20 py 2 50'ROW (OPEN)
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0 00 P6 / PG 36
(NW I/4 OF SECTION 6)
DS 9
3RADE &SOD TO `
MATCH EXISTING - a
141 MAXI - m
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CATCH BASIN s
TOP EL.53
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CURB NLET
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18.00'
20,00,
20,00,
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20.80'
20.80'
20.60,
21.00'
21 DW
1&15'
17.70,
17.90,
17.65,
17.55'
1915'
F
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18.00"
1&00"
11LOD'
1&00'
i&00'
18.00" -
24.00"
24.00-
12.00"
1200'
12.00"
8.00"
SOO-
36.00"
1&W-
18.00'
18.00"
18.00"
18.00"
COVBI.
750'
3.80
2.50'
3.50'
5.00,
4.10'
3,DD'
4.00-
2.50'
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3.10'
3.10'
3.35-
3,33'
3.53'
290-
3.00-
3.00-
0,45'
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13.2D N
1300 N
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12.70'
1 1250'
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i 12.60'
15.0D'
12.10'
15.00'
11.W
16.00'
1&00'
14.00,
16,50,
16.30,
11.75'
,270'
12.90'
12.65'
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16.70'
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S� No. 55313
STATE OF
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AARON J. BOWLES
FL. P.E.#55313
SHEET
C5
OF 11
20-0003
FILE COPY
STRUCTURAL -GENERAL NOTES
DESIGN CRITERIA AND LOADS:
1. WIND DESIGN:
WIND SPEED (MPH) V(ADJ)=108 V(ULT)=140
RISK CATEGORY I
EXPOSURE CATEGORY C
CLASSIFICATION SIGN OR WALL
INTERNAL PRESSURE COEFFICIENT CPI =+/- 0.00
TOPOGRAPHIC FACTOR KZT =1.0
GENERAL REQUIREMENTS
1. PLAN AND DETAIL NOTES AND SPECIFIC LOADING DATA PROVIDED ON INDIVIDUAL PLANS
AND DETAIL DRAWINGS SUPPLEMENTS INFORMATION IN THE STRUCTURAL GENERAL
NOTES.
2. THE DESIGN AND CONSTRUCTION OF THIS PROJECT IS GOVERNED BY THE "FLORIDA
BUILDING CODE (FBC)", SEVENTH EDITION, HEREAFTER REFERRED TO AS THE FBC, AS
ADOPTED AND MODIFIED BY THE AUTHORITY HAVING JURISDICTION (AHJ).
3. WHERE OTHER STANDARDS ARE NOTED IN THE DRAWINGS, USE THE LATEST EDITION OF
THE STANDARD UNLESS A SPECIFIC DATE IS INDICATED. REFERENCE TO A SPECIFIC
SECTION IN A CODE DOES NOT RELIEVE THE CONTRACTOR FROM COMPLIANCE WITH THE
ENTIRE STANDARD.
4. THE CONTRACTOR IS RESPONSIBLE FOR COORDINATING DETAILS AND ACCURACY OF THE
WORK WITH ENGINEER(S) AND OTHER TRADES; FOR CONFIRMING AND CORRELATING ALL
QUANTITIES AND DIMENSIONS; FOR SELECTING FABRICATION PROCESSES; FOR
TECHNIQUES OF ASSEMBLY; AND FOR PERFORMING WORK IN A SAFE AND SECURE
MANNER.
5. IN CASE OF DISCREPANCIES BETWEEN THE GENERAL NOTES, SPECIFICATIONS
PLAN/DETAILS, REFERENCE STANDARDS, THE ENGINEER SHALL DETERMINE WHICH SHALL
GOVERN. SHOULD ANY DISCREPANCY BE FOUND IN THE CONTRACT DOCUMENTS, THE
CONTRACTOR WILL BE DEEMED TO HAVE INCLUDED IN THE PRICE THE MOST EXPENSIVE
WAY OF COMPLETING THE WORK, UNLESS PRIOR TO THE SUBMISSION OF THE PRICE, THE
CONTRACTOR ASKS FOR A DECISION FROM THE ENGINEER AS TO WHICH SHALL GOVERN.
ACCORDINGLY, ANY CONFLICT IN OR BETWEEN THE CONTRACT DOCUMENTS SHALL NOT
BE A BASIS FOR ADJUSTMENT IN THE CONTRACT PRICE.
6. THE CONTRACTOR IS RESPONSIBLE FOR THE MEANS AND METHODS OF CONSTRUCTION
AND ALL JOB RELATED SAFETY STANDARDS SUCH AS OSHA AND DOSH (DEPARTMENT OF
OCCUPATIONAL SAFETY AND HEALTH).
7. THE STRUCTURAL DRAWINGS ARE INTENDED TO SHOW THE GENERAL CHARACTER AND
EXTENT OF THE PROJECT AND ARE NOT INTENDED TO SHOW ALL DETAILS OF THE WORK.
8. ALTERNATE PRODUCTS OF SIMILAR STRENGTH, NATURE AND FORM FOR SPECIFIED ITEMS
MAY BE SUBMITTED WITH ADEQUATE TECHNICAL DOCUMENTATION TO THE ENGINEER
FOR REVIEW. ALTERNATE MATERIALS THAT ARE SUBMITTED WITHOUT ADEQUATE
TECHNICAL DOCUMENTATION THAT SIGNIFICANTLY DEVIATE FROM THE DESIGN INTENT
OF MATERIALS SPECIFIED MAY BE RETURNED WITHOUT REVIEW. ALTERNATES THAT
REQUIRE SUBSTANTIAL EFFORT TO REVIEW WILL NOT BE REVIEWED UNLESS
AUTHORIZED BY THE OWNER.
9. ALL BUILDING SITES SHALL BE GRADED TO PROVIDE DRAINAGE UNDER ALL PORTIONS OF
THE BUILDING AND AROUND THE BUILDING PERIMETER TO ALLOW DRAINAGE AWAY
FROM THE STRUCTURE.
10, DISCREPANCIES, OMISSIONS, OR INCONSISTENCIES WITH APPLICABLE CODE
REQUIREMENTS SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER IN WRITING
BEFORE SUBMITTING A BID OR PROCEEDING WITH THE WORK.
11. THE CONTRACTOR SHALL DETERMINE THE LOCATION OF ALL ADJACENT UNDERGROUND
UTILITIES PRIOR TO EARTHWORK, FOUNDATIONS, SHORING, AND EXCAVATION. ANY
UTILITY INFORMATION SHOWN ON THE DRAWINGS AND DETAILS IS APPROXIMATE AND
NOT NECESSARILY COMPLETE.
12. THE CONTRACTOR SHALL VERIFY ALL DIMENSIONS AND CONDITIONS AT THE SITE.
CONFLICTS BETWEEN THE DRAWINGS AND ACTUAL SITE CONDITIONS SHALL BE BROUGHT
TO THE ATTENTION OF THE ARCHITECT/ENGINEER IN WRITING BEFORE PROCEEDING
WITH THE WORK.
STRUCTURAL CERTIFICATION
1. I CERTIFY THAT THE PLANS AND SPECIFICATIONS COMPLY WITH THE STRUCTURAL
PORTION OF THE FLORIDA BUILDING CODE SEVENTH EDITION.
2. 1 ALSO CERTIFY THAT STRUCTURAL ELEMENTS DEPICTED ON THESE PLANS PROVIDE
ADEQUATE RESISTANCE TO THE WIND LOADS SPECIFIED IN SECTION 1609 IN THE FBC.
FOUNDATION AND SLABS ON GRADE
1, FOUNDATION IS DESIGNED BASED ON PRESUMPTIVE SAFE ALLOWABLE BEARING
PRESSURE OF 2,000 PSF. CONTRACTOR SHALL VERIFY THAT THE MINIMUM BEARING
PRESSURE IS OBTAINED PRIOR TO FOOTING PLACEMENT.
2. THE ENGINEER ASSUMES NO RESPONSIBILITY FOR ANY INTERPRETATION THAT THE
SUBSURFACE CONDITIONS DESCRIBED IN THE TEST BORING LOGS OCCUR CONSISTENTLY
THROUGHOUT THE JOB SITE. TEST BORINGS ARE INCLUDED ONLY TO ASSIST THE
CONTRACTOR DURING BIDDING AND SUBSEQUENT CONSTRUCTION AND REPRESENT SOIL
CONDITIONS ONLY AT THE SPECIFIC LOCATIONS AND AT THE PARTICULAR TIMES THEY
WERE TAKEN.
3. REINFORCED FOUNDATION REQUIREMENTS USED IN THE DESIGN:
a. MINIMUM DEPTH BELOW FINISHED GRADE......................V-0"
b. MAXIMUM ALLOWABLE BEARING CAPACITY .....................2,000 PSF
c. MODULUS OF SUBGRADE REACTION .............................. 200 PC]
d. PASSIVE LATERAL PRESSURE ........................................... 250 PSF
e. ACTIVE LATERAL PRESSURE (UNRESTRAINED) ............55 PSF
f. ACTIVE LATERAL PRESSURE (RESTRAINED)...............35 PSF
g. COEFFICIENT OF SLIDING FRICTION. .......................... 0.4
4. ALL FOUNDATION CONCRETE SHALL BE CAST IN THE DRY. DEWATERING OPERATION
SHALL BE DONE IN SUCH A WAY THAT GROUND WATER LEVELS OUTSIDE THE SITE WILL BE
MAINTAINED TO AVOID SETTLEMENT AND DAMAGE TO NEARBY BUILDINGS AND
STRUCTURES.
5. THE CONCRETE STRENGTHS SHOWN IN THE FOLLOWING TABLE ARE THE MINIMUM
COMPRESSIVE STRENGTHS AT 28 DAYS AND THE WATER/CEMENT RATIO IS THE MAXIMUM.
THE SPECIFIED SLUMP IS THE MAXIMUM PRIOR TO THE ADDITION OF ADMIXTURES.
CONCRETE SHALL BE STANDARD WEIGHT CONCRETE (145 PCF).
ITEM OF STRENGTH AGG SLUMP WATER/CEMENT
CONSTRUCTION (PSI) (IN) (IN) (LB/LB)
FOOTER 3,000 3/4 4-6 0.50
6. REMOVE AND REPLACE MINIMUM 1 FEET OF EXISTING SOIL BELOW FOUNDATION WITH
COMPACTED, MOISTURE -TREATED, NON -EXPANSIVE FILL MATERIAL. FILL AREA SHALL
EXTEND 1 FOOT BEYOND FOUNDATION FOOTPRINT.
7. FOR SITE PREPARATION, REMOVE DELETERIOUS MATERIAL SUCH AS VEGETATION,
ORGANIC SOILS AND ROOT ZONES, EXISTING FILL, OR LOOSE, SOFT FROZEN, OR
OTHERWISE UNSUITABLE MATERIALS FROM BELOW THE PROPOSED FOUNDATION AREAS.
8. PLACE CLEAN SAND FILL IN MAXIMUM OF 12 INCH LIFTS. SUBGRADE AND EACH LIFT
SHALL BE COMPACTED TO A MINIMUM OF 95 PERCENT OF ITS MODIFIED PROCTOR VALUE
IN ACCORDANCE WITH ASTM D 1557.
9. SUBGRADE SHALL BE UNIFORM OVER THE ENTIRE FOUNDATION AREA.
10. TOPS OF FOOTINGS SHALL BE AS SHOWN ON PLANS WITH VERTICAL CHANGES AS
INDICATED WITH STEPS IN THE FOOTINGS; LOCATIONS OF STEPS SHOWN AS
APPROXIMATE AND SHALL BE COORDINATED WITH THE CIVIL GRADING PLANS.
11. CONCRETE COVER FOR REINFORCING STEEL SHALL BE AS FOLLOWS:
a. CAST AGAINST AND PERMANENTLY EXPOSED TO EARTH: 3"
b. EXPOSED TO EARTH OR WEATHER:
NO. 5 AND SMALLER BARS 1 1/2"
NO. 6 AND LARGER BARS 2"
12. NON -EXPANSIVE BACKFILL SHALL BE PLACED IN CONTROLLED LIFTS NOT TO EXCEED 12
INCHES AND SHALL BE COMPACTED TO AT LEAST 95% OF LABORATORY MAXIMUM
DENSITY (ASTM D 1557).
13. AREA DRAINAGE SHALL BE DIRECTED AWAY FROM THE FOUNDATION.
14. GENERAL CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR SHORING, SHEETING AND
BRACING OF EXCAVATIONS.
15. IN NO CASE SHALL TRUCKS, BULLDOZERS OR OTHER HEAVY EQUIPMENT BE PERMITTED
CLOSER THAN 8'-0" FROM ANY FOUNDATION WALL UNLESS APPROVED BY ENGINEER,
CM
0
0
0
N
CONCRETE MASONRY
1. CONCRETE MASONRY WORK SHALL BE IN ACCORDANCE WITH THE FLORIDA BUILDING
CODE REQUIREMENTS FOR MASONRY, AND REQUIREMENTS AND SPECIFICATIONS FOR
MASONRY STRUCTURES ACI 530 / ASCE 6 (LATEST EDITION).
2. ALL MASONRY WORK SHALL CONFORM TO ACI 530/ASCE 6 STANDARDS, LATEST EDITION.
3. MOISTURE CONTENT OF BLOCKS SHALL NOT EXCEED 35% OF TOTAL ABSORPTION AT THE
TIME OF PLACEMENT.
4. BLOCK UNITS SHALL CONFORM TO FLORIDA CONCRETE AND PRODUCTS ASSOCIATION
SPECIFICATION "CM-1".
5. MAXIMUM LINEAR SHRINKAGE FOR BLOCK UNITS USED FOR EXTERIOR WALL SHALL NOT
EXCEED.04%.
6. CONCRETE MASONRY UNITS SHALL BE IN CONFORMANCE WITH ASTM C 90, GRADE N,
TYPE II. MASONRY UNITS SHALL BE TESTED IN ACCORDANCE WITH ASTM C 140 AND SHALL
HAVE A MINIMUM COMPRESSIVE STRENGTH OF 1900 PSI MINIMUM BASED ON THE NET
CROSS SECTIONAL AREA.
7. TESTING TO BE DONE FOLLOWING ASTM C 140 "SAMPLING AND TESTING OF CONCRETE
MASONRY UNITS".
8. USE ALL GROUT CONFORMING TO ASTM C 476 WITH A MIN. COMPRESSIVE STRENGTH OF
3000 PSI IN 28 DAYS, TESTED IN ACCORDANCE WITH ASTM C 39, COARSE TYPE WITH MAX.
AGGREGATE SIZE OF 3/8" AND SLUMP OF 8" TO 11". TEST SAMPLES FOR COMPRESSIVE
STRENGTH EVERY 30 YARDS OR EA DAY OF GROUTING. 2,800 PSI PUMP MIX READY MIX
CONCRETE MADE WITH MAX. 3/8" AGGREGATE AND MAX. 9" SLUMP IS ACCEPTED
ALTERNATE. NO ADMIXTURES WILL BE PERMITTED IN MORTAR.
9. GROUT FOR POURING SHALL BE A FLUID CONSISTENCY.
10. USE TYPE "M" MORTAR IN CONFORMANCE WITH ASTM C 270, AND ASTM C 780, TYPES (DO
NOT USE MASONRY CEMENT). MORTAR SHALL BE FRESHLY PREPARED AND UNIFORMLY
MIXED.
11. REMOVE MORTAR PROTRUDING INTO CELL CAVITIES THAT ARE TO BE REINFORCED AND
GROUTED. ALLOW A MIN. OF 24 HOURS FOR MORTAR TO CURE BEFORE PLACING GROUT.
12. REINFORCING STEEL SHALL CONFORM TO ASTM A 615 GRADE 60, FY = 60,000 PSI, ALL
SPLICES (LAPS) AND CORNER BARS SHALL BE MINIMUM 30 INCHES OR AS SHOWN ON
DRAWINGS. EPDXY COATED BARS SHALL HAVE THEIR LAP LENGTHS 50% GREATER THAN
THOSE SPECIFIED ABOVE.
13. DO NOT STACK MASONRY UNITS MORE THAN 2' -8" HIGH AND IN PALLETS OF 4'x4' MAXIMUM
SURFACE AREA AND NO LESS THAN 8 FT. AWAY FROM EACH OTHER.
14. ALL UNITS TO BE LAID UP IN RUNNING BOND WITH CONCAVE COMPRESSED JOINTS
UNLESS NOTED OTHERWISE.
15. HEAD AND BED JOINTS SHALL BE 3/8" THICK EXCEPT STARTING JOINT AT FOUNDATION
WHICH SHALL BE 1/4" MINIMUM AND 3/4" MAXIMUM. ALL UNITS SHALL BE LAID WITH FULL
MORTAR COVERAGE OF THE FACE SHELLS IN BOTH HORIZONTAL AND VERTICAL OR
TRUSS.
16. PROVIDE 9 GAGE LADDER TYPE CONT. GALVANIZED HORIZONTAL JOINT REINFORCING
(DUR 0 WALL OR ENGINEER APPROVED SUBSTITUTION) AT ALTERNATE BLOCK
COURSES.(16" VERTICALLY) WITH MIN. 6" LAP SPLICE.
17. WHERE VERTICAL REINFORCEMENT IS REQUIRED PROVIDE ONE PIECE, NO SPLICES,
CENTERED IN THE WALL UNLESS SPECIFICALLY DETAILED. OTHERWISE, PROVIDE
VERTICAL SUPPORT SPACERS AT 200 REINFORCEMENT DIAMETERS MAXIMUM BUT NOT
EXCEEDING 10 FEET. THE CONTRACTOR HAS THE OPTION TO USE ADDITIONAL LAP
SPLICES FOR THE PLACEMENT OF THE VERTICAL REINFORCING.
18. ALL REINFORCED HOLLOW UNIT MASONRY SHALL BE BUILT TO PRESERVE THE
UNOBSTRUCTED VERTICAL CONTINUITY OF THE CELLS TO BE FILLED. WALLS AND CROSS
WEBS FORMING SUCH CELLS TO BE FILLED SHALL BE FULL -BEDDED IN MORTAR TO
PREVENT LEAKAGE OF GROUT, ALL HEAD (OR END) JOINTS SHALL BE SOLIDLY FILLED
WITH MORTAR FOR A DISTANCE IN FROM THE FACE OF THE WALL OR UNIT NOT LESS THAN
THE THICKNESS OF THE LONGITUDINAL FACE SHELLS, BOND SHALL BE PROVIDED BY
LAPPING UNITS IN SUCCESSIVE VERTICAL COURSES OR BY EQUIVALENT MECHANICAL
ANCHORAGE.
19. VERTICAL CELLS TO BE FILLED SHALL HAVE VERTICAL ALIGNMENT SUFFICIENT TO
MAINTAIN A CLEAR, UNOBSTRUCTED, CONTINUOUS VERTICAL CELL MEASURING NOT LESS
THAN 3" AND HAVING A CLEAR AREA OF 10 SQUARE INCHES.
20. REINFORCING BARS REQUIRE A MINIMUM CLEAR DISTANCE OF 1/4" FOR FINE GROUT OR
1/2" FOR COURSE GROUT BETWEEN ANY MASONRY FACE. A MINIMUM 2" COVER FROM
THE EXTERIOR FACE OF THE BLOCK TO THE REINFORCING INCLUDING GROUT SHALL
ALSO BE OBSERVED.
21. FOR REINFORCING CONGESTION KNOCK OUT BLOCKS TO BE USED TO FACILITATE
CONSTRUCTION.
22. USE MINIMUM 1 #5 IN FILLED CELL AT WALL INTERSECTIONS, EACH SIDE OF OPENINGS IN
THE WALL AND AT THE ENDS OF WALLS UNLESS NOTED IN PLANS TO BE DIFFERENT.
23. ALL CELLS CONTAINING REINFORCING OR EMBEDDED ITEMS SHALL BE SOLID GROUTED.
24. CLEANOUT OPENINGS SHALL BE PROVIDED AT THE BOTTOM OF ALL CELLS TO BE FILLED
IN EACH POUR OF GROUT WHERE SUCH GROUT POUR IS IN EXCESS OF 4 FEET IN HEIGHT.
ANY OVERHANGING MORTAR OR OTHER OBSTRUCTION OR DEBRIS SHALL BE REMOVED
FROM THE INSID`ES OF SUCH CELL WALLS. THE CLEANOUTS SHALL BE SEALED BEFORE
GROUTING, AFTER INSPECTION.
25. GROUT SHALL BE A CONTINUOUS OPERATION POURED IN LIFTS OF 8 FEET MAXIMUM
HEIGHT. ALL GROUT SHALL BE CONSOLIDATED AT TIME OF POURING BY PUDDLING OR
VIBRATION AND THEN RECONSOLIDATED AGAIN BY PUDDLING LATER, BEFORE PLASTICITY
IS LOST.
26. WHEN THE GROUTING IS STOPPED FOR ONE HOUR OR LONGER, HORIZONTAL
CONSTRUCTION JOINTS SHALL BE FORMED BY STOPPING THE POUR OF GROUT NOT LESS
THAN 112 INCH BELOW THE TOP OF THE UPPERMOST UNIT GROUTED.
27. UNITS WHICH ARE DISTURBED AFTER INITIAL BOND IS ACHIEVED MUST BE REMOVED AND
RELAID WITH FRESH MORTAR TO ENSURE ADEQUATE BOND STRENGTH AND MINIMIZE THE
LIKELIHOOD OF WATER PENETRATION INTO AN UNBONDED JOINT.
28. FOR SPECIAL INSPECTIONS THE ENGINEER SHALL BE GIVEN A MINIMUM 72 HOURS NOTICE
PRIOR TO EACH REINFORCED BLOCK GROUTING OR CONCRETING OPERATION.
ABBREVIATIONS
AB
-ANCHOR BOLT
HORIZ
AFF
-ABOVE FINISHED FLOOR
IN
AHJ
- AUTHORITY HAVING JURISDICTION
INT
ALT
-ALTERNATE
MAS
APPROX
-APPROXIMATELY
MAX
ARCH
-ARCHITECT
MFR
BOTT
-BOTTOM
MIN
BRG
- BEARING
MISC
CCCL
- COASTALCONST.CONTROLLINE
MPH
CFS
- COLD FORMED STEEL
N
CMU
- CONCRETE MASONRY UNIT
NTS
COL
-COLUMN
OC
CONC
-CONCRETE
PSF
CONT
-CONTINUOUS
PT
D&E
DRILLED AND EPDXY
REV
DBL
DOUBLE
SPECS
DIA
DIAMETER
SCHED
DIM
DIMENSION
SYP
DN
DOWN
TYP
EA
-EACH
UNO
ELEV
- ELEVATION/ELEVATOR
VERT
ENGR
- ENGINEER
VIF
EW
- EACH WAY
W/
E
- EXISTING
W/O
EXP
- EXPANSION
WRB
EXT
- EXTERIOR
VWVF
FBC
- FLORIDA BUILDING CODE
WWM
FF
- FINISH FLOOR
#5
FND
-FOUNDATION
FT
- FEET/FOOT
FTG
- FOOTING
- HORIZONTAL
- INCH/INCHES
- INTERIOR
-MASONRY
- MAXIMUM
-MANUFACTURER
- MINIMUM
- MISCELLANEOUS
- MILES PER HOUR
- NEW
- NOT TO SCALE
- ON CENTER
- POUNDS PER SQUARE FOOT
- PRESSURE TREATED
- REVISION/REVISED
- SPECIFICATIONS
-SCHEDULE
- SOUTHERN YELLOW PINE
- TYPICAL
- UNLESS NOTED OTHERWISE
- VERTICAL
-VERIFY IN FIELD
- WITH
- WITHOUT
-WEATHER RESISTANT BARRIER
- WELDED WIRE FABRIC
- WELDED WIRE MESH
- STEEL REINFORCING BAR
(REBAR) #5 (5/8")
n
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I
GUARDRAILS BY OTHERS
CONCRETE RETAINING WALL SEE
TABLE FOR REINF.
#5 DOWELS @ EA. VERT. BAR
W/ STANDARD 900 HOOK
AS SHOWN
PAVEMENT
3' MIN. 4�
p
NOTE: GUARDRAILS TO BE ADDED ONCE
WALL HEIGHT IS EXCEEDS 30"
RETAINING WALL SECTION
SCALE: 1/2"
J TOP OF FTG.
%- SEE TABLE
FOR REINF.
#5 @ 20" O.C. MAX.
#5 CONT.
WALL SECTION C
MAX TOP ELEV. OF
ELEV. TOP OF
WALL ID OF WALL EXIST. FOOTER WALL SPECIFICATIONS FOOTER SPECIFICATIONS GUARDRAIL REQUIREMENT
ELEV. GRADE
(FT)
(FT)
(FT)
H (FT)
REINFORCEMENT
A (FT)
B (FT)
REINFORCEMENT
1-A 20.85 19.5 18.83 2'-0" 1# 5 BAR VERT. @ 18" O.C. MAX 0'-10" 2'-6" (2) #5 T&B CONT. @ 9" O.C. W/ #5 @ 18" O.C. TRANSVERSE
NO
1-B 21.4 17.6 18.66 2'-5" 1# 5 BAR VERT. @ 18" O.C. MAX V-6" 3'-6" (3) #5 T&B CONT. @ 9" O.C. W/ #5 @ 18" O.C. TRANSVERSE
NO
1-C 21.4 16.03 17.833 1 T-10" 1# 5 BAR VERT. @ 18" O.C. MAX V-6" 13'-6" (3) #5 T&B CONT. @ 9" O.C. W/ #5 @ 18" O.C. TRANSVERSE I
YES
WALL SECTION D
MAX TOP
ELEV. OF
WALL ID
OF WALL
EXIST.
ELEV. TOP OF
FOOTER
WALL SPECIFICATIONS
FOOTER SPECIFICATIONS
GUARDRAIL REQUIREMENT
ELEV.
GRADE
(FT)
(FT)
(FT)
H (FT)
REINFORCEMENT
A (FT)
B (FT)
REINFORCEMENT
2-A
21.4
16.03
17.833
3'-7"
(2) # 5 BAR VERT. @ 18" O.C. MAX
V-6"
3'-6"
(3) #5 T&B CONT. @ 9" O.C. W/ #5 @ 18" O.C. TRANSVERSE
2-B
22.4
16.717
1 18.83
3'-7"
(2) # 5 BAR VERT. @ 18" O.C. MAX
V-6"
T-6"
(3) #5 T&B CONT. @ 9" O.C. W/ #5 @ 18" O.C. TRANSVERSE
YES
2-C
21.2
17.49 1
18.75
2'-5"
(2) # 5 BAR VERT. @ 18" O.C. MAX
V-6"
3'-6"
(3) #5 T&B CONT. @ 9" O.C. W/#5 @ 18" O.C. TRANSVERSE
YES
NO
WALL SECTION F
MAX TOP
ELEV. OF
WALL ID
OF WALL
EXIST.
ELEV. TOP OF
FOOTER
WALL SPECIFICATIONS
FOOTER SPECIFICATIONS
GUARDRAIL REQUIREMENT
ELEV.
GRADE
(FT)
(FT)
(FT)
H (FT)
REINFORCEMENT
A (FT)
B (FT)
REINFORCEMENT
3-A 20.79 18.5 18.5 2'-4" (2) # 5 BAR VERT. @ 18" O.C. MAX 0'-10" 2'-6" (2) #5 T&B CONT. @ 9" O.C. W/ #5 @ 18" O.C. TRANSVERSE
NO
3-B 21.1 17.19 1 18.83 2'-3" (2) # 5 BAR VERT. @ 18" O.C. MAX 0'-10" 2'-6" (2) #5 T&B CONT. @ 9" O.C. W/ #5 @ 18" O.C. TRANSVERSE
3-C 21.55 16.5 18.83 2'-9" (2) # 5 BAR VERT. @ 18" O.C. MAX 1'-6" 3'-6" NO
(3) #5 T&B CONT. @ 9" O.C. W/ #5 @ 18" O.C. TRANSVERSE
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P.E.#61000
11-05-2021
SHEET
S2
%JOF 2
PERMIT SET