HomeMy WebLinkAboutSDP200500091 Calculations 2005-08-30 i
Brown Automart
Rainwater Recycling Retention
Design Calculations
Located in:
Albemarle County, Virginia
Project Number: 1525.0 ® ` �'
0 •Date: August 26, 2005 C8 lCHAEL G.
.q No. 17 6D
4(4i
y
sciv
siONAL OA-
,, GAY AND KEESEE, INCORPORATED
328 MOUNTAIN AVENUE, SW RECEIVED
ROANOKE, VA 24016
(540)345-1110
(540) 345-5560 FAX A115! 3 0 2005
info@gayandkeesee.com
COt LAITY �y��„t�,�r'llfiEtdT
Brown Automart— Rainwater Recycling Retention
GNI Job#1525.0—Rainwater Management Solutions
Project Description:
Rainwater runoff from Phase I and Phase II buildings will be piped into 60" RCP
retention structures to be reused for washing cars on the display lot. Runoff from Phase I
will direct rainwater through previously designed and approved oil/water separators
(OWS) before being stored in the Phase I retention structure. Oil water Separators are
used because of the garage and parking areas that are contained in the Phase I building
and will ensure quality of the water being reused. Runoff from Phase II will be piped
directly in to the Phase II retention structure without an OWS. There are no contaminates
associated with the roof runoff of Phase II to require an OWS. The retention structures
are designed to have a retention capacity of at least 24,000 gallons for Phase I and at least
8,000 gallons for Phase II. All hydrologic calculations are based on VDOT Hydraulic
Design Advisory-HDA 05-03 data for Albemarle County, Virginia.
Project Design Considerations:
The Phase I retention structure consist of 217.3' of 60" RCP with a watertight
gasket in all pipe joints. The inflow into the Phase I retention structure is by means of
15"RCP from each OWS which are located in the parking lot. The outlet of the Phase I
retention structure is a 15" RCP which ties into existing storm drainage in the
construction of Phase I parking lot area. The outlet and inlets are sized to adequately
handle the peak flow from the 10-year storm event.
The Phase II retention structure consists of 70.0' of 60" RCP with a watertight
gasket in all pipe joints. The inflow into the Phase II retention structure is by means of
15"RCP. The runoff is piped directly into the retention structure without the need for an
OWS. The outlet of the Phase II retention structure is a 15" RCP which ties into existing
storm drainage in the construction of Phase I / Phase II parking lot area. The outlet and
inlets are sized to adequately handle the peak flow from the 10-year storm event.
Project Summary:
The following table compares the inflow runoff and the outlet capacities for Phase
I and Phase II retention systems. The outlet of each retention structure exceeds the peak
flow of runoff as well as the calculated peak discharge of the applicable retention system.
10 Year Event
Basin Peak Runoff Peak Outlet Discharge Outlet Capacity
Phase I 8.23 cfs 7.01cfs 8.25cfs
Phase II 2.22 cfs 2.00cfs 9.22cfs
Hydrograph Summary Report Page 1
Hyd. Hydrograph Peak Time Time to Volume Return Inflow Maximum Maximum Hydrograph
No. type flow interval peak period hyd(s) elevation storage description
(origin) (cfs) (min) (min) (cuft) (yrs) (ft) (cuft)
1 Rational 8.23 1 5 2,470 10 =--- -- ___= PHASE I BUILDING
2 Rational 2.22 1 5 665 10 PHASE II BUILDING
4 Reservoir 7.01 1 6 2,470 10 1 405.87 4,211 PH I PIPE STORAGE
6 Reservoir 2.00 1 6 637 10 2 422.96 1,219 PH II PIPE STORAGE
Proj. file: PH I AND PH II DESIGV.G1131Afile: ALBEMARLE county.IDFRun date: 08-27-2005
Hydrograph Plot
English
Hyd. No. 1
PHASE I BUILDING
Hydrograph type = Rational Peak discharge = 8.23 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 1.3 ac Runoff coeff. = 0.95
Intensity = 6.67 in Time of conc. (Tc) = 5 min
I-D-F Curve = ALBEMARLE county.IDF Reced. limb factor = 1
Total Volume=2,470 cuft
1 - Rational - 10 Yr - Qp = 8.23 cfs
10
8_ --
en 6
a
4
•
2 -
0
0 2 4 6 8 10
Time (min)
/ Hyd. 1
Hydrograph Plot
English
Hyd. No. 2
PHASE II BUILDING
Hydrograph type = Rational Peak discharge = 2.22 cfs
Storm frequency = 10 yrs Time interval = 1 min
Drainage area = 0.3 ac Runoff coeff. = 0.95
Intensity = 6.67 in Time of conc. (Tc) = 5 min
I-D-F Curve = ALBEMARLE county.IDF Reced. limb factor = 1
Total Volume=665 cuft
2 - Rational - 10 Yr - Qp = 2.22 cfs
2.5— —
2.0—
cn 1 .5—
c0
Cl
1 .0-
0.5—
0.o I I I
0 2 4 6 8 10
Time (min)
/, Hyd. 2
Hydrograph Plot
English
Hyd. No. 4
PH I PIPE STORAGE
Hydrograph type = Reservoir Peak discharge = 7.01 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 1 Reservoir name = PHASE I PIPE ST
Max. Elevation = 405.87 ft Max. Storage = 4,211 cuft
Storage Indication method used. Total Volume=2,470 cuft
4 - Reservoir - 10 Yr - Qp = 7.01 cfs
10— -
8—
to 6
0
a
4 -
2 --
0
0 10 20 30 40
Time (min)
/ Hyd. 1 / Hyd. 4
Hydrograph Plot
English
Hyd. No. 4
PH I PIPE STORAGE
Hydrograph type = Reservoir Peak discharge = 7.01 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 1 Reservoir name = PHASE I PIPE ST
Max. Elevation = 405.87 ft Max. Storage = 4,211 cuft
Storage Indication method used. Total Volume=2,470 cuft
4 - Reservoir - 10 Yr - Max. El. = 405.87 ft
406.0
405.7 - -
405.5
>
m
w 405.2
405.0
404.7 I i I
0 10 20 30 40
Time (min)
Hydrograph Plot
English
Hyd. No. 6
PH II PIPE STORAGE
Hydrograph type = Reservoir Peak discharge = 2.00 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 2 Reservoir name = PHASE II PIPE S
Max. Elevation = 422.96 ft Max. Storage = 1,219 cuft
Storage Indication method used. Total Volume=637 cult
6 - Reservoir - 10 Yr - Qp = 2.00 cfs
2.5— —
2.0
co 1.5
a
1.0
0.5
0.0
0 5 10 15 20 25
Time (min)
/ Hyd. 2 / Hyd. 6
Hydrograph Plot
English
Hyd. No. 6
PH II PIPE STORAGE
Hydrograph type = Reservoir Peak discharge = 2.00 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 2 Reservoir name = PHASE II PIPE S
Max. Elevation = 422.96 ft Max. Storage = 1,219 cuft
Storage Indication method used Total Volume=637 cuft
6 - Reservoir - 10 Yr - Max. El. = 422.96 ft
423.4-
423.2-
423.0—
>
422.7-
422.5-
422.3
0 5 10 15 20 25
Time (min)
I-D-F Curve - ALBEMARLE county
15
/ 1-Yr
/ 2-Yr
10
3-Yr
InJhr / 5-Yr
5 / 10-Yr
25-Yr
/ 50-Yr
0•-- f
0 5 10 15 20 25 30 35 40 45 50 55 60 / 100-Yr
Tc (Min)
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m CO BROWN AUTOMART 4GAY AND KEESEE, INCORPORATED
mm D x9 cn
-, z m I, o `I ENGINEERS 4, PLANNERS
p o o DRAINAGE MAP
- D PHASE I AND PHASE II BUILDING DRAINAGE 328 Mountain Avenue S.W.
o 0 Roanoke, Virginia 24016
03
N- f. Phone: (540) 345—1 1 10
J 6 OU O -n- ALBEMARLE COUNTY,VIRCINIA Email: info®gayondkeese ecorn
PHASE I- PIPE LENGTH DESIGN
JN:1525.0—RAINWATER MANAGEMENT—BROWN AUTOMART
DESIGNED BY: RBF CHECKED BY: RBF
DATE: 8/05/05
24,000 Gallons =3208 Ft 3
217.30' of 60"RCP Pipe With @ 45" of Storage
Given Input Data:
Shape Circular
Solving for Slope
Diameter 60.0000 in
Depth 45.0000 in
Flowrate 0.0001 cfs
Manning's n 0.0120
Computed Results:
Slope 0.0000 ft/ft
Area 19.6350 ft2
Wetted Area 15.7963 ft2
Wetted Perimeter 125.6637 in
Perimeter 188.4956 in
Velocity 0.0000 fps
Hydraulic Radius 18.1012 in
Percent Full 75.0000%
Full flow Flowrate 0.0001 cfs
Full flow velocity 0.0000 fps
(217.3') x (15.7963 ft2) = 3,432 ft3>3,208ft3
Water Elevation=401.00+3.75'404.75—See Retention Calculations
PHASE II- PIPE LENGTH DESIGN
JN:1525.0—RAINWATER MANAGEMENT—BROWN AUTOMART
DESIGNED BY: RBF CHECKED BY: RBF
DATE: 8/05/05
8,000 Gallons = 1070 Ft.3
70' of 60"RCP Pipe With @ 45" of Storage
I
l Given Input Data:
IShape Circular
Solving for Slope
Diameter 60.0000 in
Depth 48.0000 in
Flowrate 0.0001 cfs
11
Manning's n 0.0120
Computed Results:
Slope 0.0000 ft/ft
Area 19.6350 ft2
Wetted Area 16.8394 ft2
Wetted Perimeter 132.8578 in
Perimeter 188.4956 in
Velocity 0.0000 fps
Hydraulic Radius 18.2516 in
Percent Full 80.0000 %
Full flow Flowrate 0.0001 cfs
Full flow velocity 0.0000 fps
(70')x(16.8394 ft2)= 1,179ft3 > 1,070ft3
Water Elevation=418.4+4.00'=422.4—See Retention Calculations
1
I
PHASE II STORAGE OUTLET
Given Input Data:
Shape Circular
Solving for Flowrate
Diameter 15.0000 in
Depth 14.1000 in
Slope 0.0150 ft/ft
Manning's n 0.0120
Computed Results:
Flowrate 9.2195 cfs - Max Flow From Phase II= 2.22 cfs in 10 year event
Area 1.2272 ft2
Wetted Area 1.1971 ft2
Wetted Perimeter 39.6999 in
Perimeter 47.1239 in
Velocity 7.7014 fps
Hydraulic Radius 4.3422 in
Percent Full 94.0000 %
Full flow Flowrate 8.5709 cfs
Full flow velocity 6.9842 fps
PHASE II STORAGE INFLOW
Given Input Data:
Shape Circular
Solving for Flowrate
Diameter 15.0000 in
Depth 14.1000 in
Slope 0.0100 ft/ft
Manning's n 0.0120
Computed Results:
Flowrate 7.5277 cfs - Max Flow From Phase II= 2.22 cfs in 10 year event
Area 1.2272 ft2
Wetted Area 1.1971 ft2
Wetted Perimeter 39.6999 in
Perimeter 47.1239 in
Velocity 6.2882 fps
Hydraulic Radius 4.3422 in
Percent Full 94.0000 %
Full flow Flowrate 6.9981 cfs
Full flow velocity 5.7026 fps
PHASE I STORAGE OUTLET
Given Input Data:
Shape Circular
Solving for Flowrate
Diameter 15.0000 in
Depth 14.1000 in
Slope 0.0120 ft/ft
Manning's n 0.0120
Computed Results:
Flowrate 8.2462 cfs - Max inflow= 8.23cfs in 10 year event
Area 1.2272 ft2
Wetted Area 1.1971 ft2
Wetted Perimeter 39.6999 in
Perimeter 47.1239 in
Velocity 6.8884 fps
Hydraulic Radius 4.3422 in
Percent Full 94.0000 %
Full flow Flowrate 7.6660 cfs
Full flow velocity 6.2469 fps
PHASE I STORAGE INFLOW A and B
Given Input Data:
Shape Circular
Solving for Flowrate
Diameter 15.0000 in
Depth 14.1000 in
Slope 0.0050 ft/ft
Manning's n 0.0120
Computed Results:
Flowrate 5.3229 cfs—Max Flow From OWS =4.12 cfs in 10 year event
Area 1.2272 ft2
Wetted Area 1.1971 ft2
Wetted Perimeter 39.6999 in
Perimeter 47.1239 in
Velocity 4.4464 fps
Hydraulic Radius 4.3422 in
Percent Full 94.0000 %
Full flow Flowrate 4.9484 cfs
Full flow velocity 4.0323 fps
PHASE II STORAGE OUTLET
Given Input Data:
Shape Circular
Solving for Flowrate
Diameter 15.0000 in
Depth 14.1000 in
Slope 0.0150 ft/ft
Manning's n 0.0120
Computed Results:
Flowrate 9.2195 cfs - Max Flow From Phase II=2.22 cfs in 10 year event
Area 1.2272 ft2
Wetted Area 1.1971 ft2
Wetted Perimeter 39.6999 in
Perimeter 47.1239 in
Velocity 7.7014 fps
Hydraulic Radius 4.3422 in
Percent Full 94.0000%
Full flow Flowrate 8.5709 cfs
Full flow velocity 6.9842 fps
PHASE II STORAGE INFLOW
Given Input Data:
Shape Circular
Solving for Flowrate
Diameter 15.0000 in
Depth 14.1000 in
Slope 0.0100 ft/ft
Manning's n 0.0120
Computed Results:
Flowrate 7.5277 cfs - Max Flow From Phase II=2.22 cfs in 10 year event
Area 1.2272 ft2
Wetted Area 1.1971 ft2
Wetted Perimeter 39.6999 in
Perimeter 47.1239 in
Velocity 6.2882 fps
Hydraulic Radius 4.3422 in
Percent Full 94.0000%
Full flow Flowrate 6.9981 cfs
Full flow velocity 5.7026 fps
**~..ti
SPECIFICATIONS: 1fE ALTN ■
PIPE AND FITTINGS: ASTM D1785 PVC PLAIN-END PRESSURE PIPE, SCHEDULE 80. �. �FG�
F-101: FLOATING FILTER, 50 MICRON, 1 1/4" END CONNECTION. • 4 'I)tc...%t
P-101: PRESSURE PUMP WITH LOCAL DISCONNECT AND START/STOP CONTROL PANEL. ,� •
120 VAC, 1 PHASE, 3500 RPM. 1 HORSEPOWER. SHALLOW WELL JET PUMP. 15 GPM @ 50 PSIG. 10 JOHN M.RATTENBURY1.
EQUAL TO GOULDS MODEL J10S. NEMA 4X PANEL ENCLOSURE. •U ��
F-102: 10 MICRON CARTRIDGE FILTER. PVC HOUSING. No.03 3 3
PH-101: JAY R. SMITH MODEL 5910 FROST-RESISTANT POST HYDRANT, 3/4" HOSE THREAD CONNECTION. �� ti�
41
PRESSURE ��SS NAL E �f
SWITCH 1" PVC DISCHARGE N�
H PS ri
, — 3/4"THREADED
L 101 i F VALVE
All
P\n I POST HYDRANT
V ( PH
)
I I \ J
MANWAY ) LJ
p F
101 )
102 X
3/4" PVC
1 1/4" PVC SUCTION IRRIGATION
{ LSL
101 OPERATION: 1" PVC 1" PVC RAIN WATER>
1. P-101 IS CONTROLLED BY PRESSURE SWITCH PS-101. WHEN PRESSURE
0
ANCHOR SUCTION PIPE DECREASES TO 45 PSIG, THE PUMP STARTS. WHEN THE PRESSURE INCREASES
TO SIDES OF MANHOLE TO 60 PSIG, THE PUMP STOPS.
2. LSL-101 IS A LOW LEVEL SWITCH. WHEN THIS SWITCH OPENS, P-101 IS
DISABLED TO PREVENT LOW LEVEL STARTS.
F 3. THE SYSTEM IS INTENDED TO PROVIDE WATER PRESSURE TO AN EXTERIOR
101
POST HYDRANT AND IN GROUND IRRIGATION WHILE THERE IS RAIN WATER IN
THE DETENTION PIPE. WHEN THE DETENTION PIPE IS DRY, THE SYSTEM IS
DISABLED UNTIL LSL-101 ALLOWS P-101 TO START.
1260 W.Riverside Drive Notes: PROJECT No XXXXX
„� Salem,VA 24153 DATE 08/26/05 BROWN AUTO PARK P S K01
(540)3756750 DRAWN JMR RAIN WATER MANAGEMENT
ENGINEERINGLLC CHECKED JMR RECLAIM SYSTEM
(540)375-6751(fax)
SCALE NONE
BROWN A UTO PAR K
WATER STORAGE
RAIN
1 MANAGEMENT
3EN M
-- - - -----
PROPERTY UNE
❑TELE PED
EXISTING TELEPHONE PEDESTAL
2100
EXISTING 2' CONTOURS
®GV
EXISTING GAS VALVE
1200
PROPOSED 2' CONTOURS
❑cM
EXISTING GAS METER
x 90.56
EXISTING SPOT ELEVATION
*LP
EXISTING LIGHT POLE
PEN)
PROPOSED SPOT ELEVATION
EXISTING WELL
90.56
PROPOSED TOP CURB ELEVATION
Q
DRILL HOLE
( 90.06
PROPOSED BOTTOM CURB ELEVATION
EXISTING FIRE HYDRANT
EXISTING SANITARY SEWER
PROPOSED FIRE HYDRANT
-- -- - - -
PROPOSED SANITARY SEWER
® NVV
EXISTING WATER VALVE
W
EXISTING WATERLINE
PROPOSED WATER VALVE
PROPOSED WATERLINE
11
EXISTING WATER METER
X24"= =
EXISTING STORM SEWER
0m
■
PROPOSED WATER METER
•
PROPOSED STORM SEWER
O
EXISTING SEWER CLEANOUT
A//
EXISTING EDGE OF PAVEMENT
0,0
•
PROPOSED SEWER CLEANOUT
FEMME]
PROPOSED PAVEMENT
`; ., ."• .' �'*,
=' `'
PROPOSED GRAVEL
OSMH
EXISTING SEWER MANHOLE
•.;;
PROPOSED SEWER MANHOLE
PROPOSED CONCRETE/SIDEWALK
I
EXISTING SHRUB
EXISTING BUILDING
EXISTING TREE
PROPOSED BUILDING
- - - - OHU- - - -
EXISTING OVERHEAD UTILITY
��( +
PROPOSED TREE
EXISTING BURIED ELECTRIC
-o -v �-
EXISTING SIGN
-------- TV --------
EXISTING BURIED CABLE TV LINE
PROPOSED SIGN
- - - `-G- - - -
EXISTING GAS LINE
OTP
BORE HOLE/TEST PIT
- - - TEL- - -
EXISTING BURIED TELEPHONE LINE
A
CONTROL POINT
x x x
EXISTING FENCE LINE
° PRF
IIRON ROD FOUND
EXISTING TREELINE
° IfRS
IRON ROD SET
BENCHMARK LOCATION
°
PROPERTY CORNER
•U P
EXISTING UTILITY POLI:
• FP
`-ENCE POST.
—.E
EXISTING GUY WIRE
(TBR))
TO BE REMOVED
SOLUTIONS
ALBEMARLE C01UNry, VIRGINIfil
�a•
SITE
� 'Qeyh s
f i
Cnr bro
29
VICINITY MAL
SCALE: 1"=2000'
TABLE OF CONTENTS:
SHEET TITTLE
I OF 2 COVERSHEET
2 OF 2 PLAN 'VIEW & PROFILES
Ra I
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GENERA NO _ S
1. CLIENT: RAIN WATER MANAGEMENT SOLUTIONS
c/o DAVID CRAWFORD
1260 WEST RIVERSIDE DRIVE
SALEM, ViiRGINIA 241153
__ TAX PARCEL NUMBER -
45 -68D4
ALBEMARLE COUNTY, VIRGINIArii
3. BOUNDARY AND TOPOGRAPHIC INFORMATION PROVIDED BY THE OWNER. `^
4. CONTRACTOR SHALL CALL "MISS UTILITY" AT 1-800-552-7001 AT LEAST �..� �•.> rr`��✓
48 HOURS PRIOR TO ANY EARTHWORK BEGINNING. v1
5. A PRE—CONSTRUCTION MEETING WITH THE COUNTY WILL BE HELD PRIOR TO
F Tn
CONSTRUCTION.
f
6. CONTRACTOR SHALL VERIFY BUILDING DIMENSIONS WITH ARCHITECTURAL
PLANS PRIOR TO STAKING BUILDING.
7. IT IS THE CONTRACTOR'S RESPONSIBILITY TO MEET COMPLIANCE `v Q.� 0
Q
REQUIREMENTS WITH SECTI01�� 59.1-406, ET SEQ. OF THE CODE OF VIRGINIA � � Q
(OVERHEAD HIGH VOLTAGE LINES SAFETY ACT).
8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR OBTAINING ALL NECESSARY
PERMITS BEFORE BEGINNING CONSTRUCTION.
9. ALL CONSTRUCTION WILL BE IN ACCORDANCE WITH COUNTY STANDARDS AND
SPECIFICATIONS.
10. UNLESS SHOWN OR SPECIFIED OTHERWISE, METHODS AND MATERIALS SHALL A.
BE IN ACCORDANCE WITH "VDOT ROAD AND BRIDGE STANDARDS" LATEST
EDITIONS. �py,TH 0�,,
11. CONSTRUCTION OF ALL UTILITIES TO BE DEDICATED TO COUNTY SHALL
ADHERE TO COUNTY'S SPECIFICATIONS.
COUNTY'S �y 0
COUNTY�S INSPECTOR iCHA�EL f�G.��:
12. ALL UTILITIES WILL BE VISUALLY INSPECTED BY THE
PRIOR TO BACKFILLING THE TRENCHES. No. 17560
13. ALL UTILITIES TO BE MAINTAINED BY THE COUNTY SHALL BE WITHIN ��,4 1 '
DEDICATED RIGHTS—OF—WAY OR EASEMENTS. F �s''10NAL
14. CONTRACTOR SHALL BE RESIPONSIBLE FOR REPAIR OF ANY UTILITIES
DAMAGED AS A RESULT OF CONSTRUCTION ACTIVITIES. VERIFY LOCATION
OF ALL EXISTING UTILITIES PRIOR TO BEGINNING WORK.
' REVISED:
DESIGNED/CALC.: RBF
F
CHECKED:
�+
DRAWN: MBL
.,,
_
SCALE: N/A
�3 3, 005
DATE: 08/26/05
-Mil-l� IIY D ,VEL PME.- T JOB NO. 1525.0
F SHEET 1 OF 2
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-405.-1_,
INVout-422.40 / / - - / INVIns 3 -- - ` RIM -410.00 5 n. CP "' c I I' J
INVout-418.40 / NEW \ NEW NEW / / INVout=405.42 V 5 I ( J J J I
6 �TORM SEWER STORM I I I ,
,a2 PUMP SUMPS _ i' i� \PARKING O �p1� 2 // B3 I ,
1 SEWER 2 /
r / i \ N � ,/ k�0 RIM -409.75 � M
Q �' I \ `` / / �� INVIn=403.95 i NEW NEW RIM 0.00 \ \ \ \ \ \
/ NVIn-402.18 ASPHALTSTORM SEWER CQ \ 1 \
INV o t �9 58 PAASPRKINGHALT -rR \INVIn t 40.30
3x1 \1 \\ \i \\
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EX TING SANITAR-Y i / / \ ` - ' _ �' - - --- S -/ S " 60in.R� Q�OCp / 1 11 --
1� EX / S WER MANH¢LE I /� \ S - h / L
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----------------------
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/ I - -416- _ - _ / �,. I�' 189. ■= ■ .., INVIn-405.00
g __ S _ - - - - - - _ _ - EXISTING SANITARY PH 1 #1 ,27.76' ■ r • INVin-401.00 ,,�� 1 \ ` - - i _ - _ 0
\ %c - _ SEWER' MANHOLE RIM =408.21 r • !""""�� HE- I
- -/- - _- 't` - --i �- _ - _ _INVin=405.00 r - .�• ....."""�' -- �OHE- cn \ \\ ` \ _ - - - �.y
S/ - N i --- - -ata- ----- ----- - !YO -401.00
N ` 412-- _-----------------__ -- RIM=407.95
__'�' INVin-401 00
41
---�-
0 - 410- -- - - -INVout=404.75
EX
�a10---ANVout-401.00�IrHE: -7-OHE-- 4oa-� l ----- ---__----
-0 H ---OHE-- -OH�-406-L -PUMP SUMP -399.00 4-0a4o6-------_-_-_-_-_-- -- ---------- ----------------
02 - - - - - - - - - -
404- - "-----40 --_-
-
r
- --- - �- -400
406-__ -� _ --------------404-
S E M I N 0 L E T R A I L ( U S. R T E 2 9 S O U T H B O U N D L A N E S)
0 15 30 60 90 120
SCALE IN FEET
j
PHASE I PHASE II
0 T t_
M
m
412
40
40
40
396
392
DATUM ELEV
390.00
00
of
O
cc
Low`°
aO(on
•�g
�CVop
M
n.
O)c0 M .-
�14g II NNS
'Id.
�g 1
ff It
M
m
412
40
40
40
396
392
DATUM ELEV
390.00
00
of
O
0 420
Oi
rn
0PP0 11
004,::.
gg`�gN
II II 7 d
�zzza a-
412 412
40
40
400
396
392
DATUM! AZEV
380.00
O
O
cc
.o
Lull L
h0a-O
��oj}} g g g
-" -1C- 1C- 7
:2ss>
�zzz
M
n.
•x-ZZZ
�yy>
I
III
�-
wzz
0
z
_
z
-
CP-
-6135--1 _�
0% loin•
_0
R___
u'
.N
!3OT.i■s
96"
w
42
z
7g- -- ' _
rn
412
84.53
0.50%
151n.RCP
Y
0.50%
AND INSTALLATION REQUIREMENTS. SUMP PUMPS ARE
15in.RCP
- -
d
00
O)
r-
0 420
Oi
rn
0PP0 11
004,::.
gg`�gN
II II 7 d
�zzza a-
412 412
40
40
400
396
392
DATUM! AZEV
380.00
O
O
r00
N O .-
c6 Ld
0
II IC 7 _
irzZ a
412
40
4
400
396
392
DATUM ELEV
380.00
N
O
d'
cc
.o
_
c
0_
M
O
N 0 .-
00U'g
•x-ZZZ
�yy>
I
III
�-
wzz
0
z
_
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-
-
LO
0
_0
R___
u'
CHECKED,:
DRAWN: MBL
!3OT.i■s
96"
�z
-
42
z
7g- -- ' _
rn
412
84.53
0.50%
151n.RCP
Y
0.50%
AND INSTALLATION REQUIREMENTS. SUMP PUMPS ARE
15in.RCP
- -
__27J+_
000
1
400
SAFETY SLAB
396
cvn)�
XO
w
d-
DATUM
�o
8-11ro
Opo
�-g�
416
O
tD
C14
O
41
<t
N
�-
g u
g�
uN
O
O
"t
40E
NV)
.O
C-
Via.
mss
404
DATUd! ELEV
=:x
_
>_
FxZZ
400.00
O
a
x -Z
Za a
PROP
SED GRADE
d-
d'
EXISTING
RADE
---"-
54---
-----
0.0(Oy;
60in.
CP_�
7.76
601n.RCP
to
u7
N
r00
N O .-
c6 Ld
0
II IC 7 _
irzZ a
412
40
4
400
396
392
DATUM ELEV
380.00
N
O
d'
...
cc
.o
_
c
0_
M
O
N 0 .-
00U'g
•x-ZZZ
�yy>
I
III
�-
wzz
0
z
_
z
428
-
LO
0
1`
#5 0 8" O.C.
EACH WAY TYP.
u'
CHECKED,:
DRAWN: MBL
!3OT.i■s
96"
�z
-
42
z
7g- -- ' _
-
412
84.53
0.50%
151n.RCP
Y
0.50%
AND INSTALLATION REQUIREMENTS. SUMP PUMPS ARE
15in.RCP
- -
__27J+_
4 14
1
400
SAFETY SLAB
396
cvn)�
XO
w
d-
DATUM
ELEV
390.00
416
O
tD
C14
O
41
<t
412
-
O
O
"t
40E
NV)
.O
O)
O_
...
cc
.o
_
c
0_
M
�-0-
opo
egg
II C C
•x-ZZZ
�yy>
I
=:2S>°
0-®�
0vg
�g
C
0
z
_
z
428
LO
0
1`
#5 0 8" O.C.
EACH WAY TYP.
00
O0
II �
CHECKED,:
DRAWN: MBL
!3OT.i■s
96"
�z
-
42
z
7g- -- ' _
-
412
EXISTING GRADE ARE TO BE PLACED ON SAFETY
40
5.00
Y
0.50%
AND INSTALLATION REQUIREMENTS. SUMP PUMPS ARE
15in.RCP
- -
__27J+_
4 14
-0:50%
11i
P 151n.RC
400
SAFETY SLAB
396
SHEET 2 OF 2
392
DATUM
ELEV
390.00
416
O
tD
C14
O
41
<t
egg
c6 c4 c6
'-N04d
=
=ass
�Ee??
cc
?a�
_
c
0_
M
�-0-
opo
egg
II C C
•x-ZZZ
�yy>
O
O -p F4
o�'g
it
II C 7II
°
=:2S>°
0-®�
0vg
�g
C
0
z
_
:RCP-`
428
42
1`
#5 0 8" O.C.
EACH WAY TYP.
00
O0
II �
CHECKED,:
DRAWN: MBL
!3OT.i■s
96"
�z
-
42
-� 8
7g- -- ' _
42
GASKET IN JOINTS. CONSULT VENDOR FOR GASKET
EXISTING GRADE ARE TO BE PLACED ON SAFETY
Y
JOB NOS• 1525.0
AND INSTALLATION REQUIREMENTS. SUMP PUMPS ARE
O
- -
__27J+_
-0:50%
11i
P 151n.RC
BE USED FOR CAR WASHING ON THE DISPLAY LOT.
SAFETY SLAB
42
SHEET 2 OF 2
NOT TO SCALE 3" CLEAR
151n.R
41f
416
tD
C14
N
d-
41
412
-
O
O
"t
40E
NV)
.O
4 4
x0
Li �t
404
DATUd! ELEV
DATUM ELEV
400.00
400.00
O
<}
00
•d'
egg
c6 c4 c6
'-N04d
=
=ass
�Ee??
cc
?a�
_
c
0_
M
\
\
•x-ZZZ
�yy>
r2»
°12z9
\
91.37
-79:00--0
0%--601
:RCP-`
428
42
1`
#5 0 8" O.C.
EACH WAY TYP.
00
O0
II �
CHECKED,:
DRAWN: MBL
!3OT.i■s
96"
�z
-
42
-� 8
7g- -- ' _
42
GASKET IN JOINTS. CONSULT VENDOR FOR GASKET
EXISTING GRADE ARE TO BE PLACED ON SAFETY
Y
JOB NOS• 1525.0
AND INSTALLATION REQUIREMENTS. SUMP PUMPS ARE
151n
RCP
DETAIL. SAFETY PLATE TO BE PL 1"x96"x8'-0'
42C
BE USED FOR CAR WASHING ON THE DISPLAY LOT.
SAFETY SLAB
42
SHEET 2 OF 2
NOT TO SCALE 3" CLEAR
41f
416
tD
C14
N
d-
41
412
-
O
O
"t
40E
408
4 4
404
DATUd! ELEV
DATUM ELEV
400.00
400.00
O
<}
00
•d'
d-
d'
egg
c6 c4 c6
'-N04d
=
=ass
�Ee??
cc
?a�
_
c
0_
M
\
\
��
\
91.37
-79:00--0
0%--601
:RCP-`
SCALES: 1 =30
SCHORIZ., VERT.
1`
#5 0 8" O.C.
EACH WAY TYP.
CHECKED,:
DRAWN: MBL
!3OT.i■s
96"
SCALE: 1"-30#
RETENTION PIPING IS TO HAVE WATERTIGHT RUBBER
ALL MANHOLES GREATER THAN 4' BELOW
DATE: 08110105
GASKET IN JOINTS. CONSULT VENDOR FOR GASKET
EXISTING GRADE ARE TO BE PLACED ON SAFETY
Y
JOB NOS• 1525.0
AND INSTALLATION REQUIREMENTS. SUMP PUMPS ARE
SLAB OR PLATE. SAFETY SLAB TO BE AS SHOWN 0 0 0 0 0 0 0 0 0 0 J
TO ACTIVATE ONLY WHEN WATER IN STORAGE IS TOIN
DETAIL. SAFETY PLATE TO BE PL 1"x96"x8'-0'
BE USED FOR CAR WASHING ON THE DISPLAY LOT.
SAFETY SLAB
SHEET 2 OF 2
NOT TO SCALE 3" CLEAR
tD
C14
N
d-
gg
C4 cd
ui c*1;O
It U N
>>:3 Wzz
a
a.
42
42
4
416
412
408
404
DATUM ELEV
400.00
00
00
N
�t
W
gg cn
Od N °D Q
r- a
=11�c
=�ZZ
0+00 0+00 0+00
?a�
M
\
\
��
\
91.37
151n.RC
DESIGNEDI/CALC.: RBF
SCALES: 1 =30
SCHORIZ., VERT.
1`
#5 0 8" O.C.
EACH WAY TYP.
CHECKED,:
DRAWN: MBL
!3OT.i■s
96"
SCALE: 1"-30#
RETENTION PIPING IS TO HAVE WATERTIGHT RUBBER
ALL MANHOLES GREATER THAN 4' BELOW
DATE: 08110105
GASKET IN JOINTS. CONSULT VENDOR FOR GASKET
EXISTING GRADE ARE TO BE PLACED ON SAFETY
Y
JOB NOS• 1525.0
AND INSTALLATION REQUIREMENTS. SUMP PUMPS ARE
SLAB OR PLATE. SAFETY SLAB TO BE AS SHOWN 0 0 0 0 0 0 0 0 0 0 J
TO ACTIVATE ONLY WHEN WATER IN STORAGE IS TOIN
DETAIL. SAFETY PLATE TO BE PL 1"x96"x8'-0'
BE USED FOR CAR WASHING ON THE DISPLAY LOT.
SAFETY SLAB
SHEET 2 OF 2
NOT TO SCALE 3" CLEAR
O
O)
�
O
O
"t
REVISED:
r
r;
0+00 0+00 1+00 2+00 0+00 0+00 1+00
0+00 0+00 0+00
?a�
M
I STORAGE LINE
��
PHASE I OUTLET A PHASE PHAPHASE I INFLOW B
SEI INFLOW
SCALES: 1"=30' HORIZ., 1"=5' VERT. SCALES: 1"=30' HORIZ., 1"=5' VERY. SCALES: 1"=30' HORIZ., 1"=5' VERT.
1 A"=5
PHASE II OUTLET PHASE II STORAGE LINE PHASE II INFLOW
SCALES: 1 "=30' HORIZ., 1"=;5' SCALES: 1 "=30' HORIZ., 1 "=5' VERT. SCALES: 1"=30' HORIZ., 1"=5* VERT.
2'
DESIGNEDI/CALC.: RBF
SCALES: 1 =30
SCHORIZ., VERT.
#5 0 8" O.C.
EACH WAY TYP.
CHECKED,:
DRAWN: MBL
!3OT.i■s
96"
SCALE: 1"-30#
RETENTION PIPING IS TO HAVE WATERTIGHT RUBBER
ALL MANHOLES GREATER THAN 4' BELOW
DATE: 08110105
GASKET IN JOINTS. CONSULT VENDOR FOR GASKET
EXISTING GRADE ARE TO BE PLACED ON SAFETY
Y
JOB NOS• 1525.0
AND INSTALLATION REQUIREMENTS. SUMP PUMPS ARE
SLAB OR PLATE. SAFETY SLAB TO BE AS SHOWN 0 0 0 0 0 0 0 0 0 0 J
TO ACTIVATE ONLY WHEN WATER IN STORAGE IS TOIN
DETAIL. SAFETY PLATE TO BE PL 1"x96"x8'-0'
BE USED FOR CAR WASHING ON THE DISPLAY LOT.
SAFETY SLAB
SHEET 2 OF 2
NOT TO SCALE 3" CLEAR