HomeMy WebLinkAboutWPO201000023 Plan - Stormwater Stormwater Management Plan 2011-05-20Cori
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® ANALYSIS POINT � Q
�• 44 DRAINAGE AREA
DRAINAGE SUBAREA l
Q SUBAREA LABEL EM11 C
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jAIbemarle Place Interim Watershed Conditions
Drainage Area' I
Sub-Area(s)
DA (acres)
Tc (min.)
CN
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Post to SWM (South)
24
23.70
12.2
94.9
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29
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25 & 25A
9.10
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95.0
To Interim North SWM Facility
North Interim Condition
17A & 19A `�
26.70
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& 23
34 20
32.1
90.4
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5.35
6.0
95.0
Offsite & Uncontained Areas
Rte. 29 North
15
1.06
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98.0
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18
7.17
11.2
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Commonwealth Facility
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1 REVISED DA'S FOR NEW LOCATION OF INTERIM SWM FACILITY JDB 3118/11 - r 0 DESIGNED BY. PROJECT: SET REV. NO.
IF THIS DRAWING IS A REDUCTION � JDB ALBEMARLE PLACE'2
GRAPHIC SCALE MUST USED ENGINEERS DRAWN BY: STORMWATER MANAGEMENT PLAN
,_A SCALE: 1200' SURVEYORS TLB ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER:
U- " = �
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Lic. No. 0422 PLANNERS DINR BY. TITLE:
INTERIM NORTH SWM FACILITY DRAINAGE AREA MAP C-14
�o ww ASSOCIATES DMJ SHEET NUMBER:
PO Box 4119 3040 Avemore Square Pi. SCALE: DATE: 200' 0 200, Lynchburg, Charlottesville, WWA NUMBER: FILE NAME:
s�jONAL �Phone:434.316.6080 Phone:434.984.2700 802604C_C14.dw H: 1 200 15 of 35
NO, SHEET REVISION BY DATE N0. SHEET REVISION BY DATE � www.%massociates.net 208026.04 9 V: NIA 03/30/10
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Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
South Pre -Developed (Subareas 21-28)
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Drainage area
= 59.120 ac
Basin Slope
= 0.00/0
To method
= USER
Total precip.
= 3.70 in
Storm duration
= 24 hrs
Hydrograph Plot
Wednesday, Jan 13 2010, 4:50 PM
Peak discharge = 85.41 cfs
Time interval
= 1 min
Curve number
= 73.4
Hydraulic length
= 0 it
Time of cone. (To)
= 21.70 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 290,030 cult
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Rte 29 Pre (South) (Subarea 29)
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Drainage area
= 1.610 ac
Basin Slope
= 0.0 %
To method
= USER
Total precip.
= 3.70 in
Storm duration
= 24 hrs
Wednesday, Jan 13 2010, 4:50 PM
Peak discharge = 8.77 cfs
Time interval
= 1 min
Curve number
= 98
Hydraulic length
= Oft
Time of cone. (To)
= 6.00 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 20,889 tuft
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 3
*Pre -Developed Release Rate
Hydrograph type = Combine
Storm frequency = 2 yrs
Inflow hyds. = 1, 2
Wednesday, Jan 13 2010, 4:50 PM
Peak discharge = 86.93 cfs
Time interval = 1 min
Hydrograph Volume � 311,519 cult
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 1
South Pre -Developed (Subareas 21-28)
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Drainage area
= 59.120 ac
Basin Slope
= 0.0 %
To method
= USER
Total precip.
= 9.10 in
Storm duration
= 24 hrs
Wednesday, Jan 13 2010, 4:50 PM
Peak discharge = 383.84 cfs
Time interval
= 1 min
Curve number
= 73.4
Hydraulic length
= Oft
Time of cone. (To)
= 21.70 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 1,266,591 cult
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 2
Rte 29 Pre (South) (Subarea 29)
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Drainage area
= 1.610 ac
Basin Slope
= 0.0 %
To method
= USER
Total precip.
= 9.10 in
Storm duration
= 24 hrs
Wednesday, Jan 132010, 4:50 PM
Peak discharge = 21.74 cfs
Time interval
= 1 min
Curve number
= 98
Hydraulic length
= Oft
Time of cone. (To)
= 6.00 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 53,396 cult
South Pre -Developed
IRte
29 Pre (South)
*Pre -Developed Release Rate
South Pre -Developed
Rte 29 Pre (South)
Hyd. No. 1 -- 2 Yr
Q (cfs)
Q (cfs)
Hyd. No. 2 -- 2 Yr
Q (cfs}
Q (cfs)
Hyd. No. 3 -- 2 Yr
Q (cfs)
Q (cfs)
Hyd. No. 1 .- 100 Yr
Q (cfs)
Q (cfs)
Hyd. No. 2 -- 100 Yr
Q (cfs)
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Time (hrs)
Hyd No. 2
Time (hrs)
Hyd No. 3
Hyd No. 1 Hyd No. 2
Time (hrs)
-- Hyd No. 1
Time (hrs)
Hyd No. 2
Time (h(s)
Hydraflow Hydrographs by Intelisolve
Wednesday, Jan 13 2010, 4:50 PM
Hyd. No, 1
South Pre -Developed (Subareas 21-28)
Hydrograph type
= SCS Runoff
Peak discharge
= 178.43 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 59.120 ac
Curve number
= 73.4
Basin Slope
= 0.0 %
Hydraulic length
= 0 It
To method
= USER
Time of cone. (To)
= 21.70 min
Total precip.
= 5.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume - 568,226 tuft
PRE -DEVELOPED 2-YEAR STORM FLOWS
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Wednesday, Jan 13 2010, 4:50 PM
Hyd. No. 2
Rt- 29 Pre (South) (Subarea 29)
Flydrograph type = SCS Runoff
Peak discharge
= 13.10 cfs
Storm frequency = 10 yrs
Time interval
= 1 min
Drainage area = 1.610 ac
Curve number,
= 98
Basin Slope = 0.0 %
Hydraulic length
= 0 ft
To method = USER
Time of cone. (To)
= 6.00 min
Total precip. = 6.60 in
Distribution
= Type II
Storm duration = 24 hrs
Shape factor
= 484
Hydrograph Volume = 31,716 cult
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd, No. 3
*Pre -Developed Release Rate
Hydrograph type = Combine
Storm frequency = 10 yrs
Inflow hyds. = 1, 2
Wednesday, Jan 13 2010, 4:50 PM
Peak discharge = 181,11 cfs
Time interval = 1 min
Hydrograph Volume = 619:942 cult
PRE -DEVELOPED 100-YEAR STORM FLOWS
Hydrograph Plat
Hydraflow Hydrographs by Intelisolve
Hyd. No. .3
'Pre -Developed Release Rate
Hydrograph type = Combine
Storm frequency = 100 yrs
Inflow hyds. = 1, 2
Wednesday, Jan 13 2010, 4:50 PM
Peak discharge = 388.29 cfs
Time interval = 1 min
Hydrograph Volume = 1,319,987 cull
Rte 29 Pre (South)
*Pre-Developed Release Rate
*Pre -Developed Release Rate
Q (cfs)
Hyd. No. 2 -- 10 Yr
Q (cfs)
Q fs)
(c
Hyd. No. 3 -- 10 Yr Q (cfs)
Q (cfs)
Hyd. No. 3 -- 100 Yr
Q (cfs)
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Time (hrs)
Time (hrs)
Time (hrs)
Hyd No, 2
Hyd No. 3
Hyd No. 1 --- Hyd No. 2
Hyd No. 3
----- Hyd No. 1 Hyd No. 2
PRE -DEVELOPED 10-YEAR STORM FLOWS
.Y 1
- � OF I' DEsfcNE JDe: PROJECT. ALBEMARLE PLACE SET REV. N0.
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ti Lynchburg, VA24502 Charlottesville, VA22911 WWA NUMBER: [FloLE NAME: SCALE: DATE:_ Phone: 434.316.6080 Phone: 434.994.2700 H: N A
NO. SHEET REVISION BY DATE N0. SHEET REVISION BY DATE T ONAL �'� www.wwassociates.net 208026.04 82604C_C15.dwg V: 103130110 18 of 35
Hydrograph Plot
Hydrograph Plot
Hydrograph Plot
Hydrograph Plot
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Hydraflow Hydrographs by Intelisolve
Wednesday, Jan 13 2010, 4:50 PM
Hyd. No. 5
Rte 29 (Bypass SWM) (Subarea 29)
Hydrograph type = SCS Runoff
Peak discharge
= 14.55 cfs
Storm frequency = 2 yrs
Time interval
= 1 min
Drainage area = 2.670 ac
Curve number
= 98
Basin Slope = 0.0 %
Hydraulic length
= Oft
To method = USER
Time of cone. (To)
= 6.00 min
Total precip. = 3.70 in
Distribution
= Type II
Storm duration = 24 hrs
Shape factor
= 484
Rte 29 (Bypass SWM)
Hyd. No. 5 -- 2 Yr
12.00
9.00
6.00
Hydrograph Plot
Hydrograph Volume = 34,641 cult
Hydraflow Hydrographs by Intelisolve
Wednesday, Jan 13 2010, 4:50 PM
Hyd. No, 5
Rte 29 (Bypass SWM) (Subarea 29)
Hydrograph type = SCS Runoff
Peak discharge
= 21.73 cfs
Storm frequency = 10 yrs
Time interval
= 1 min
Drainage area = 2.670 ac
Curve number
= 98
Basin Slope = 0.0 %
Hydraulic length
= 0 ft
To method = USER
Time of cone. (To)
= 6.00 min
Total precip. = 5.50 in
Distribution
= Type II
Storm duration = 24 hrs
Shape factor
= 484
Hydrograph Volume = 52,598 cult
Hydraflow Hydrographs by Intelisolve
Hyd. No, 6
Post to SWM (South) (Subarea 24)
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Drainage area
= 23.700 ac
Basin Slope
= 0.0 %
To method
= USER
Total precip.
= 3.70 in
Storm duration
= 24 hrs
Post to SWM (South)
Monday, Mar 14 2011,11:30 AM
Peak discharge
= 96.64 cfs
Time interval
= 1 min
Curve number
= 94.9
Hydraulic length
= Oft
Time of cone. (To)
= 12.20 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume - 264,650 cult
_ ... ! .. ._ .. ! _. ... _ i ... ... ....... .. _...
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POST -DEVELOPED 2-YEAR STORM FLOWS
tydrograph Plot
Hydraflow Hydrographs by Intelisolve,
Monday, Mar 14 2011, 11:30 AM
Hyd. No. 6
Post to SWM (South) (Subarea 24)
Hydrograph type
= SCS Runoff
Peak discharge
= 150.45 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Driainage area
= 23.700 ac
Curve number
= 94.9
Basin Slope
= 0.0 %
Hydraulic length
= Oft
To method
= USER
Time of cone. (To)
= 12.20 min
Total precip,
= 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
HydtogrWh Volume - 423,689 cult
Hydraflow Hydrographs by Intellsolve
Friday, Mar 11 2011,12:56 PM
Hyd. No. 12
Sperry Uncontained
(Subareas 25 & 25A)
Hydrograph type
= SCS Runoff
Peak discharge
= 46.96 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 9.100 ac
Curve number
= 94.3
Basin Slope
= 0.0 %
Hydraulic length
= Oft
To method
= USER
Time of cone. (To)
= 6.00 min
Total precip.
= 3.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Sperry Uncontained
Hyd. No. 12 -- 2 Yr
Hydrograph Plot
Hydrograph Volume = 104,308 cult
Q (cfs)
50.00
Hydraflow Hydrographs by Intelisolve
Hyd, No, 5
Rte 29 (Bypass SWM) (Subarea 29)
Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Drainage area
= 2.670 ac
Basin Slope
= 0.0 %
To method
= USER
Total precip.
= 9.10 in
Storm duration
= 24 hrs
Q (cfs)
40.00
40.00
30.00
30.00
20.00
20.00
10.00
Hydraflow Hydrographs by Inteliisolve
Friday, Mar 11 2011, 12:58 PM
Hyd. No. 12
Sperry Uncontained
(Subareas 25 & 25A)
Hydrograph type
= SCS Runoff
Peak discharge
= 73.39 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 9.100 ac }
Curve number
= 94.3
Basin Slope
= 0.0 %
Hydraulic length
= Oft
To method
= USER
Time of cone. (To)
= 6.00 min
Total precip.
_: 5.60 in
Distribution
= Type II
Storm duration
=: 24 hrs
Shape factor
= 484
Hydrograph Volume =168,102. euft
Rte 29 (Bypass SWIM)
Hyd. No. 5 --100 Yr
Wednesday, Jan 13 2010, 4:50 PM
Peak discharge
= 36.05 cfs
Time interval
= 1 min
Curve number
= 98
Hydraulic length
= 0 ft
Time of cone. (To)
= 6.00 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume - 88,552 cult
Hydraflow Hydrographs by Intelisolve
Friday, Mar 11 2011,12:58 PM
Hyd. No. 12
Sperry Uncontained
(Subareas 25 & 25A)
Hydrograph type
= SCS Runoff
Peak discharge
= 121.46 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 9.100 ac
Curve number
= 94.3
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
To method
= USER
Time of cone. (To)
= 6.00 min
Total precip.
= 9.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 286,584 cult
Sperry
Uncontained
Q (cfs) Q (cfs)
Hyd. No. 12
100 Yr
Q (cfs)
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Hyd Na
y , 5 y
Time (hrs) Hyd No. U Time (hrs)
POST-DE\!ELOPED 100-YEAR STORM FLOWS
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Mar 14 2011, 11:30 AM
Hyd. No. 6
Post to SWM (South) (Subarea 24)
Hydrograph type
= SCS Runoff
Peak discharge
= 248.41 cfs
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
= 2;1.700 ac
Curve number
= 94.9
Basin Slope
= 0:0 %
Hydraulic length
= Oft
To method
= USER
Time of cone. (To)
= 12.20 min
Total precip.
= 9.10 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Rte 29 (Bypass SWM)
Post to SWM (South)
Sperry Uncontalned
Post to SWM (South)
Q (cis)
Hyd. No. 5 10 Yr
Q (cfs)
Q (cfs)
Hyd. No. 6 -10 Yr
Q (cfs)
Q (cfs)
Hyd. No. 12 -10 Yr
Q cfs
( }
Q (cfs)
Hyd. No. 6 • 100 Yr
24.00
24.00
160.00
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y
Time (hrs)
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Time (hrs)
Hyd No, 12
Time (hrs)
Hyd No. 6
POST -DEVELOPED 10-YEAR STORM FLOWS
Hydrograph Volume = 718,603 curt
REVISED AREA FOR POST TO SWM (SOUTH) HYDROGRAPH AND JDB XX/XX/XX - � OP DESIGNED BY. PROJECT: ALBEMARLE PLACE SET REV. NO.
ADDED SPERRY UNCONTAINED HYDROGRAPH _ f 2
w-- ENIGMERS DRAWN BY: STORMWATER MANAGEMENT' PLAN
SURVEYORS TLB ALBEMARLE COUNTY, VI RGI NIA DRAWING NUMBER:
DA B E PLANNERS TITLE:
Lie. No. 0422 a DIHR BY: POST -DEVELOPMENT HYDROGRAPHS SOUTH SWM FACILITY C-16
�o _ w ASSOCIATES DMJ
PO Box4119 3040AvemoresquarePl.
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Lynchburg, VA24502 Charlottesville,VA22911 WWA NUMBER: FILE NAME: SCALE: DATE:
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Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 14 2010, 8:20 AM
Hyd. No. 1
North Pre -developed
(subareasl6-20)
Hydrograph type
= SCS Runoff
Peak discharge
= 68.34 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 46.770 ac
Curve number
= 74.6
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc)
= 23,10 min
Total precip.
= 3.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 238,737 cult
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 14 2010, 8:20 AM
Hyd. No, 3
Ex 30in Pipe pre (subareas 8-11)
Hydrograph type
= SCS Runoff
Peak discharge
= 44.69 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 20.170 ac
Curve number
= 88.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc)
= 31.10 min
Total precip,
= 3.70 in
Distribution
= Type ii
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 186,714 cult
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 14 2010, 8:20 AM
Hyd. No. 4
Ex Ditch pre (subareas 12-14)
Hydrograph type
= SCS Runoff
Peak discharge
= 28.74 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 10.340 ac
Curve number
= 92.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc)
= 26.90 min
Total precip.
= 3.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 110,394 cuff
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 14 2010. 8:20 AM
Hyd. No. 5
Rte 29 Pre North (subarea 15)
Hydrograph type
= SCS Runoff
Peak discharge
= 5.77 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 1.060 ac
Curve number
= 98
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc)
= 5.00 min
Total precip.
= 3.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume =13,753 tuft
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 14 2010, 8:20 AM
Hyd. No. 6
Commonwealth Routing
Hydrograph type = Reservoir
Peak discharge = 95.65 cfs
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyd. No. = 2
Max. Elevation = 483.13 ft
Reservoir name = Commonwealth Facility
Max. Storage = 30,758 cult
Storage Indication method used.
Hydrograph Volume - 402,020 cult
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 201% 8:20 AM
Hyd. No. 7
*North Predeveloped Release Rate
Hydrograph type = Combine Peak discharge = 234.19 cfs
Storm frequency = 2 yrs Time interval = 1 min
Inflow hyds. = 1, 3, 4, 5, 6
Hydrograph Volume = 951,616 tuft
North
Pre -developed
(subareas 17-20j
Ex 301n
Pipe pre (subareas 8-11)
Ex Ditch
pre (subareas
12-14)
Rte 29
Pre North
(subarea 15}
Commonwealth
Routing *North Predleveloped
Release Rate
Hyd. No. 1 -- 2 Yr
Q (cfs) Q (cfs)
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Q (cis) Q {cfs)
Hyd. No.
4 -- 2 Yr
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Hyd. No.
6 -- 2 Yr
Q (cfs) Q (cfs)
Hyd. No.
6 -- 2 Yr Q (cis) Q (cfs) Flyd. No.
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H d No.1
- y
Time
(hrs) H d Nio. 3
--- y
Time
(hrs) H d No. 4
Y
Time
(hrs)
-Hyd No, 5
Time
(hrs)
---- Hyd No.., 6
-Hyd No.
2
Time (hrs)
-Hyd No. 7 -�- Hyd No. i
-Hyd No. 3
Time
---- Hyd No• 4
(hrs)
- Hyd No. 5
-- Hyd No. 6
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 14 2010, 8:20 AM
Hyd. No. 1
North Pre -developed
(subareasl6-20)
Hydrograph type
= SCS Runoff
Peak discharge
= 143.88 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 46.770 ac
Curve number
= 74.6
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Te method
= USER
Time of cone. (Te)
= 23.10 min
Total precip.
= 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 489,118 cult
Hydrograph Plot
Hydraflow Hydrographs byr Intelisolve
Thursday, Jan 14 2010, 8:20 AM
Hyd. No. 3
Ex 30}n Pipe pre (subareas 8-11)
Hydrograph type
= SCS Runoff
Peak discharge
= 75.12 cfs
Storm frequency
10 yrs
Time interval
= 1 min
Drainage area
= 20.170 ac
Curve number
= 68.9
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (T.c)
= 31.10 min
Total precip.
= 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 319,791 cult.
PRE -DEVELOPED 2-YEAR STORM FLOWS
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 14 2010, 8:20 AM
Hyd. No. 4
E< Ditch pre (subareas 12-14)
Hydrograph type
= SCS Runoff
Peak dischlarge
= 45.89 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 10.340 ac
Curve numlber
= 92.9
Basin Slope
= 0.0 %o
Hydraulic length
= 0 ft
Tc method
= USER
Time of cornc. (Tc)
= 26.90 min
Total precip.
= 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 189,699 cult
r Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 14 2010, 8:20 AM
Hyd. No. 5
Fite 29 Pre North (subarea
15)
Hydrograph type
= SCS Runoff
Peak discharge
= 8.78 efs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 1.060 ac
Curve number
= 98
Basin Slope
= 0,0 %o
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc)
= 5..00 min
Total precip.
= 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 21,278 cult
Hydrograph Plot
Hydratlow Hydrographs by tntelisolve
Thursday, Jan 14 2010. 8:20 AM
Hyd. No. 6
Commonwealth Routing
Hydrograph type = Reservoir
Peak discharge = 125.97 cfs
Storm frequency = 10 yrs
Time interval = 1 min
Inflow hyd. No. = 2
Max. Elevation = 489.24 ft
Reservoir name = Commonwealth Facility
Max. Storage = 140,011 tuft
Storage Indication method used.
Hydrograph Volume = 797,699 cult
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM
Hyd. No. 7
*North Predeveloped Release Rate
Hydrograph type = Combine Peak discharge = 382.97 cfs
Storm frequency = 10 yrs Time interval = 1 min
Inflow hyds. = 1, 3, 4, 5, 6
Hydrograph Volume = 1,808,496 cuff
North Pre -developed
(subareas 17-20)
Ex 3oin
Pipe pre (subareas 8-11)
Ex
Ditch pre (subareas
12-14)
Rte 29
Pre North
(subarea 15}
Commonwealth
Routing
*North Predeveloped
Release Rate
Q (cfs)
Hyd.
No.1 -- 10 Yr
Q (cfs) Q (cis)
Hyd. No. 3 -- 10 Yr
Q (cfs) Q (cfsj
Hyd. No. 4 -- 10
Yr
Q {efs) Q (cfs)
Hyd. No.
5 -- 10 Yr
Q (cis) Q (cfs)
Hyd. No.
6 --10 Yr
Q (efs) Q (cfsj
Hyd. No.
7 --10 Yr
Q (cfs)
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PRE -DEVELOPED 10-YEAR STORM FLOWS
��� Q� �� � DESIGNED BY: PROJECT: SET REV. NO.
JDB ALBEMARLE PLACE. 2
ENGINEERS DRAWN BY: STORMWATER MANAGEMENT PLAN
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Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydrograph Plot
Hydraflow Hydrographs by Intelisolve Thursday. Jan 14 2010, 8:20 AM Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hydrallow Hydrographs by Intelisolve Thursday, Jan 14 2010, 020 AM I Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hydrallow Hydrographs by Intelisolve Thursday, Jan 14 2010, 6:20 AM
Hyd. No. 6 Hyd. No, 9 Hyd. No. 12 Hyd. No. 15 Hyd. No. 16
Commonwealth Routing North Post to SWM Facility (Subareas 17A, 19A, 20, 21, 22, 23, & 27) Sperry Bypass; to Ex 42in (subarea 17) Ex 30in Pipe to Diversion (subareas 8-1 1) Ex Ditch to Diversion (subareas 12-14)
Hydrograph type = Reservoir Peak discharge = 125.97 cfs Hydrograph type = SCS Runoff Peak discharge _ 222.02 cis Hydrograph type = SCS Runoff Peak discharge = 43.01 cfs Hydrograph type = SCS Runoff Peak discharge = 86,71 cis Hydrograph type = SCS Runoff Peak discharge = 51.77 cis
Storm frequency = 10 yrs Time interval = 1 min Storm frequency = 10 yrs Time interval = 1 min Storm frequency = 10 yrs Time interval = 1 min Storm frequency = 10 yrs Time interval = 1 min Storm frequency = 10 yrs Time interval = 1 min
Inflow hyd. No. = 2 Max. Elevation = 489.24 it Drainage area = 57.500 ac Curve number = 93.3 Drainage area = 5.350 ac Curve number = 94 Drainage area = 20.170 ac Curve number = 88.9 Drainage area = 10.340 ac Curve number = 92.9
Reservoir name = Commonwealth Facility Max. Storage = 140,011 tuft Basin Slope = 0.0 % Hydraulic length = 0 it Basin Slope = 0.0 %e Hydraulic length = Oft Basin Slope = 0.0 % Hydrauli(c length = Oft Basin Slope = 0.0 % Hydraulic length = Oft
To method = USER Time of cone. (To) = 33.10 min To method = USER Time of cone. (To) = 6.00 min To method = USER Time of (cone. (To) = 24.60 min To method = USER Time of cone. (To) = 20.50 min
Storage Indication method used.. Hydrograph Volume - 797,699 cult Total precip. = 5.60 in Distribution = Type II - Total precip. = 5.60 in Distribution = Type II Total precip. = 5.60 in Distributiion = Type II Total precip. = 5.60 in Distribution = Type II
Storm duration = 24 his Shape factor = 484 Storm duratiorn = 24 his Shape factor = 484 Storm duration = 24 his Shape factor = 484 Storm duration = 24 his Shape factor = 484
Hydrograph Volume = 1,000,136 tuft Hydrograph Volume = 98,149 tuft Hydregraph Volume = 317,612 tuft Hydrograph Volume = 181,022 cult
Commonwealth Routing North Post to SWM Facility Sperry Bypass to Ex 42in (subarea 17) Ex 301n Pipe to Diversion (subareas 8-11)) Ex Ditch to Diversion (subareas 12-14)
Q (cis) Hyd. No. 6 •- I Yr Q (cfs) Q (cfs) Hyd. No. 9 --10 Yr Q (cfs) Q (cfs) Hyd. No. 12 -- 10 Yr Q (cfs) Q (of$) Hyd. No, 15 --10 Yr Q (cfs) Q (cfs) Hyd. No. 16 --10 Yr Q (cfs)
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Time (hrs) Time (hrs) Time (hrs) Time (hrs) Time (his)
- Hyd No. 6 �- Hyd No. 2 -Hyd No, 9 - Hyd No. 12 -_-- Hyd No. 15 -Hyd No. 16
POST -DEVELOPED 10-YEAR STORM FLOWS
. I
Hydrograph Plot Hydrograph Plot Hydrograph Plot Hydrograph Plot
Hydraflow Hydrogrraphs by Inlalisolve Thursday, Jan 14 2010, 8:20 AM Hydrallow Hydrographs by Intelisolve Thursday, Jan 14 2010. 8:20 AM Hydraflow Hydrographs by Intelisolve Thursday, Jan 14 2010, 8:20 AM Hydraftow Hydrograplhs by Intelisolve Thursday, Jan 14 2010, 8:20 AM
Hyd. No. -17 Hyd. No. 18 Hyd. No. 19 Hyd. No. 20
Rte 29 Post I North (subarea 15) Seminole Place Bypass (Subarea 18) 60-inch Diversion Pipe 60in Diversion) Reach to Outfali
Hydrograph Itype = SCS Runoff Peak discharge = 27.76 cfs Hydrograph type = SCS Runoff Peak (discharge = 49.10 cfs Hydrograph type = Combine Peak discharge = 266.66 cfs Hydrograph tyjpe = Reach Peak discharge = 254.68 cfs
Storm frequency = 10 yrs Time interval = 1 min Storm frequency = 10 yrs Time iinterval = 1 min Storm frequency = 10 yrs Time interval = 1 min Storm frequenlcy = 10 yrs Time interval = 1 min
Drainage area = 3.350 ac Curve number = 98 Drainage area = 7.170 ac Curve number = 95 Inflow hyds. = 6, 15, 16 Inflow hyd. Nor. = 19 Section type = Circular
Basin Slope = 0.0 % Hydraulic length = 0 it Basin Slope = 0.0 % Hydratulic length = 0 it Reach length = 1752.0 I Channel slope = 1.5 %P
To method = USER Time of cone. (To) = 6,00 min To method = USER Time of cone. (To) = 11.20 min Hydrograph Volume = 1,296,333 tuft Manning's n = 0.013 Bottom width = 5.0 ft
Total precip.. = 5.60 in Distribution = Type II Total precip. = 5.60 in Distribution = Type II Side slope = 0.0:1 Max. depth = 0.0 ft
Storm duratiion = 24 his Shape factor = 484 . Storm duration = 24 his Shape factor = 484 Rating curve x = 9.906 Rating curve m = 1.250 -
Ave. velocity = 13.07 fds Routing coeff. = 0.4372
Hydrograph Volume = 07,246 cult Hydrograph Volume - 132,842:, jtt ,
Modifled All -Kin routing method used, Hydrograph Volume - 1,296.330 curt -
Fite 29 Post North (subarea 15) Seminole Place Bypass (Subarea 18)) 60-inch Diversion Pipe 60in Diversion Reach to Outfali
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Time (hrs) Time (hrs) Time (hrs) Time (hrs)
----- Hyd No. 17 -- Hyd No.18 -Hyd No. 19 -- Hyd No. 6 �----^ Hyd No. 15 -- Hyd No. 16 -- Hyd No. 20 -Hyd No. 19
POST -DEVELOPED 10-YEAR STORM FLOWS
- ,,,,�,,� DP � DESIGNED De: PROJECT. ALBEMARLE PLACE SET REV. N0.
-' 2
ENGINEERS DRAWN BY: STORMWATER MANAGEMENT PLAN
SURVEYORS ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER:
W .
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TLB
- D I EIRN PLANNERS TITLE: POST -DEVELOPMENT HYDROGRAPHS
- „d Lic. No. 042 a DINR BY: C- 9
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�6_lI �� SHEET NUMBER:
14 PO Box 3040AvemoreSquarePl. SCALE: DATE:
41 �ti Lynchburg, VA24502 Charlottesville, VA 22911 WWA NUMBER: FILE NAME:
. �,� Phone:434.316.6080 Phone:434.994.2700 8�2s04C C19.dw H: N/A 22 of 35
NO. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE ONAL www.vvwassociates.net 208026.04 9 V. N/A 03/30/10
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Hydrograph Plot
Hydrograph Plot
Hydrograph Plot
Hydrograph Plot
Hydrograph Plot
Hydrograph Plot
Hydrograph Plot
Hydraflow Hydrographs by(ntelisolve
Monday, Mar 142011, 9.0 AM
Hydraflow Hydrographs by lntelisofve
Monday, friar 142011. 12:12 PM
Hydrafow Hydrograph, by Intelisolve
Wednesday, Jan 132010,4S9 Phi
Hydraflow Hydrographs by Intelisolve
Wednesday, Jan 13 2010. 4:59 PM
Hydraflow Hydfn,aphs by Intelisolve
Monday, Mar A 42011, 9:50 Mi
Hydraflow Hydregraphs by lnleUsolve
Friday. Mar 112011,3:54 PM
Mfdrallow lfydr07*S by lnto5oive
Friday. Mar 112Ai 1, 1% Phi
Hyd. No. 9
Hyd. No. 11
Hyd. No. 13
Hyd. No. 14
Hyd. No, 14
Hyd. No. 15
Hyd. No. 25
To Interim North SWM Facility (Subareas
19A1, 20, 21, 22, & 23)
Ex 30in Pipe to Diversion(Subareas 8-11)
Ex Ditch (Subareas 12-14)
Rie29North (Subarea 15)
North Interim Condition (Subareas
17A & 19A)
Sperry toInterim SWM (Subarea 17)
Seminole Place Bypass (Subarea 18)
Hydrograph t e =SCS Runoff
YP
Peak discharge = 79.47 cfs
Hydrograph type =SCS Runoff
Peak discharge
= 47.70 cfs
Hydrograph type =SCS Runoff
Peak discharge
= 28.74 cfs
Hydrograph type = SCS Runoff
Peak discharge
= 5.77 cis
Hydrograph type = SCS Runoff
Peak discharge
= 30.:20 cis
Hydrograph type = SCS Runoff
Peak discharge
= 27.97 cis
Hydrograph type = SCS Runoff
Peak discharge
= 31.57 cis
Storm frequency = 2 yrs
Time interval = 1 min
Storm frequency = 2 yrs
Time interval
= 1 min
Storm frequency = 2 yrs
Time interval
= 1 min
Storm frequency = 2 yrs
Time interval
= 1 min
Storm frequency = 2 yrs
Time interval
= 1 min
Storm frequency = 2 yrs
Time interval
= 1 min
Storm frequency = 2 yrs
Time Interval
= 1 min
Drainage area = 34.200 ac
Curve number = 90.4
Drainage area = 18.260 as
Curve number
= 89.5
Drainage area = 10.340 ac
Curve number
= 92.9
Drainage area = 1.060 ac
Curve number
= 98
Drainage area = 26.700 ac
Curve number
= 70.8
Drainage area = 5.350 ac
Curve number
= 95
Drainage area = 7.170 ac
Curve number
= 95
Basin Slope = 0.0 %
Hydraulic length = Oft
Basin Slope = 0.0 %
Hydraulic length
= Oft
Basin Slope = 0.0 %
Hydraulic length
= oft I i
Basin Slope = 0.0 /,
Hydraulic length
= 0 it
Basin Slope = 0.0 %
Hydraulic length
= 0 it:
Basin Slope = 0.0 %
Hydraulic length
= Oft
Basin Slope - 0.0 to
Hydraulic length
= 0 it
To method = USER
Time of cone. (To) = 32.10 min
To method =USER
Time of cone. (To)
= 24.60 min
To method =USER
Time of cone. (To)
= 26.90 min i
To method = USER
Time of cone. (To)
= 6.00 min
To method = USER
Time of cone. (To) = 25.110 min
To method = USER
Time of cone. (To) = 6.00 min
To method = USER
Time of cone. (To) = 11.20 min
reci = 3.70 in
Total P
P
Oistributign =Type II
Total precip. = 3.70 in
Distribution
=Type II
Total precip. = 3.70 in
Distribution
=Type II
Total precip. = 3.70 in
Distribution
= Type II
Total precip. = 3.70 In
Distribution
= Type II
Total precip. = 3.70 in
Distribution
= Type II
Total precip, = 3.70 in
Distribution
= Type Il
Storm duration = 24 his
Shape factor = 484
Storm duration = 24 hrs
Shape factor
= 484
Storm duration = 24 hrs
Shape factor
= 484
Storm duration = 24 his
Shape factor
= 484
Storm duration = 24 hrs
Shape factor
= 484
Storm duration = 24 hrs
Shape factor
= 484
Storm duration - 24 hrs
Shape factor
= 484
Hydrograph Volume 334,093 tuft
Hydrograph Volume. 171,602 cult
Hydrograph Volume - 110,394 tart ,
Hydrograph Volume . 13,753 tuft
Hydrograph Volume. 114,465 cult
Hydrograph Volume. 62,799 coif
Hydrograptt'yalume.83,089 cWt
To Interim North SWM Facility
Ex
301n Pipe to Diversion
Ex Ditch
Q (cfs)
Hyd. No. 9 -- 2 Yr
Q (cfs) Q (cfs)
Hyd. No. 11 -- 2 Yr
Q (cfs) Q (cfs)
Hyd. No. 13 -- 2 Yr
Q (cfs)
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Time (hrs)
Time (hrs)
Time (hrs)
- Hyd
No. 9
---- Hyd No. 11
- Hyd
No. 13
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Monday, Mar 14 2011, 9:0 AM
Hyd. No. 9
To Interim North SWM Facility (Subareas
19A1, 20, 21,
22, & 23)
Hydrograph type
= SCS Runoff
Peak discharge
= 130,96 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 34.200 ac
Curve number
= 90.4
Basin Slope
= 0.0 %
Hydraulic length
= 0 it
To method
= USER
Time of cone. (To) = 32.10 min
Total precip.
_ 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume - 562,397 cult
Hydrograph Plot
Hydrograph Plot
Hydraflow Hydrogmphs by Intelisolva
Monday. Mar 14 2011, 1232 PM
Hydraflow Hydrogmphs by ImeG6olve
Hyd. No. 11
Hyd. No. 13
Ex 30in Pipe to Diversion (Subareas 8-11)
Ex Ditch (Subareas 12-14)
Hydrograph type
= SCS Runoff
Peak discharge
= 79.38 cis
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Time interval
= 1 min
Storm frequency
= 10 yrs
Drainage area
= 18.260 ac
Curve number
= 89.5
Drainage area
= 10.340 ac
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Basin Slope
= 0.0 %
To method
= USER
Time of cone. (To) = 24.60 min
To method
= USER
Total precip.
5.60 in
Distribution
Type II
Total precip.
5.60 in
to m duration
= 24 hrs
Shape factor
_
= 484
Storm duration
_
= 24 hrs
Hydrograph Volume - 291,826 coil
Wednesday, Jan 13 2010, 4:59 PM
Peakdischarge
= 45.89 cfs
Time interval
= 1 min
Curve number
= 92.9
Hydraulic length
= Oft
Time of cone. (To) = 26.90 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume. 180,699 tuft
POST -DEVELOPED 2-YEAR STORM INFLOW
To Interim North SWM Facility
Ex
30in Pipe to Diversion
Ex Ditch
Q (cis)
Hyd. No. 9 •- 10 Yr
Q (cis) Q (cfs)
Hyd. No. l l --10 Yr
Q (cfs) Q (cis)
Hyd. No. 13 -- 10 Yr
Q (cfs)
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- Hyd
Na. 9
Time (hrs)
-Hyd No. 11
Time (hrs)
--� Hyd No. 13
Time (hrs)
Hydrograph Plot
Hydraflow Hydmgraphs by Intelisolve
Monday, filar 14 2011. 9:0 AM
Hyd. No. 9
To Interim North SWM Facility (Subareas
19A1, 20, 21,
22, & 23)
Hydrograph type
= SCS Runoff
Peak discharge
= 130.96 cis
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 34.200 ac
Curve number
= 90.4
Basin Slope
= 0.0 %
Hydraulic length
= 0 it
To method
= USER
Time of cone. (To)
= 32.10 min
Total precip.
= 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume. 562,397 cult
Hydrograph Plot
Hydrograph Plot
Hydraflow Hyaographs by Intelisolve
Monday, Mar 14 2011, 12.,U PM
Hydrallow Hydrograph, by Intelisolve
Hyd. No. 11
Hyd. No. 13
Ex30lnPipe toDiversion (Sublareas 8-11)
Ex Ditch (Subareas 12-14)
Hydrograph type
= SCS Runollf
Peak discharge
= 137.12 cis
' Hydrograph type
= SCS Runoff
Storm frequency
= 100 yrs
Time interval
= 1 min
Storm frequency
= 100 yrs
Drainage area
= 18.260 ac
Curve number
= 89.5
Drainage area
= 10.340 ac
Basin Slope
= 0.0 %
Hydraulic length
= Oft
Basin Slope
= 0.0 %
To method
= USER
Time of cone. (To)
= 24.60 min
To method
= USER
Total precip.
= 9.10 in
Distribution
= Type II
Total precip.
= 9.10 in
Storm duration
= 24 hrs
Shape factor
= 484
Storm duration
= 24 hrs
Hydmgmph Volume . 510.255 cult
F
Wednesday, Jan 13 2010. 4:59 PM
Peak discharge
= 77.04 cfs
Time interval
= 1 min
Curve number
= 92.9
Hydraulic length
= Oft
Time of cone. (To)
= 26.90 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume . 311,813 cult
To Interim North SWM Facility
Ex
30in Pipe to Diversion
Ex Ditch
Q (cis)
Hyd. No. 9 .- 10 Yr
Q (cfs) Q (cfs)
Hyd. No. 11 -- 100 Yr
Q (crs) Q (cfs)
Hyd. No. 13 --100 Yr
Q (cfs)
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23
26
- Hyd
No. 9
Time (hrs)
- Hyd No. 11
Time (hrs) ---- Hyd No. 13
Time (hrs)
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 14
Rte29North (Subarea 15)
Hydrograph type = SCS Runoff .
Storm frequency = 10 yrs
Drainage area = 1.060 ac
Basin Slope = 0.0 %
To method = USER
Total) precip. = 5.60 in
Storm duration = 24 hrs
Wednesday, Jan 13 2010. 4:59 PM
Peak discharge
= 8.78 cfs
Time interval
= 1 min
Curve number
= 98
Hydraulic length
= Oft
Time of cone. (To) = 6.00 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume • 21,278 cult
Hydrograph Plot
HydrahoW Hydrographs by Intelisolve
Monday, Mar 1.42011, 9:50 AM
Hyd. No. 14
North Interim Condition (Subareas
17A & 19A)
Hydrograph type
- SCS Runoff
Peak discharge
= 69.06 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 26.700 ac
Curve number
= 70.8
Basin Slope
= 0.0 %
Hydraulic length
= 0 it
To method
= USER
Time of cone. (To) = 25.110 min
Total precip.
= 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
'OST'-DEVELOPED 10-YEAR STORM INFLOW
Hydrograph Plot Hydrograph Plot
Hydrograph Volume - 248,329 cult
Hydrograph Plot
Hydraflow Hydrographs by bilelisolve
Friday. Mar 112011, 3:55 PM
Hyd. No. 15
SperrytolnterimSWM (Subarea 17)
Hydrograph type = SCS Runoff
Peak discharge
= 43.44 cfs
Storm frequency = 10 yrs
Time interval
= 1 min
Drainage area = 5.350 ac
Curve number
= 95
Basin Slope - 0.0 %
Hydraulic length
= 0 it
To method = USER
Time of cane. (To) = 6.00 min
Total precip. = 5.60 in
Distribution
= Type II
Storm duration = 24 hrs
Shape factor
= 484
Hydrograph Plot
Hydrograph Volume . 100,426 cult
Hydrograph Plot
14,4rallvw Hy;lfwapbs by Inle"oNe
Friday, Mar t 120I I.3:55 PM
Hyd. No. 25
Seminole Place Bypass (Subarea 18)
Hydrograph type
- SCS Runoff
Peak discharge
= 49.10 cfs
Storm frequency
= 10 yrs
Time interval
= i min
Drainage area
= 7.170 ac
Curve number
= 95
Basin Slope
- 0.0 %
Hydraulic length
= 0 it
To method
= USER
Time of eons. (To) = 11.20 min
Total precip,
= 5.60 in
Distribution
- Type fl
Storm duration
- 24 hrs
Shape factor
= 484
Hydrograph Plot
Hydrograpft Volume. I X1142 cult
Hydration Hydregraphs by Intelisolve
Wednesday, Jan 13 2010, 4:59 PM
Hydraflow Hydiographs by lntellsolva
Monday, Mar 14 2011, 9:50 AM
Y
H dratlow H dr ra s b Intelisob,a
Y Y og ph Y
Friday, Mar 11 2011, 3:55 PM
Hydraaow Hydreyaphs by IntaFsvMre
Friday, Mar f t 2011.3:55 PM
Hyd. No. 14
Hyd. No. 14
Hyd. No. 15
Hyd. No. 25
Rte29North (Subarea 15)
North Interim Condition (Subareas
17A & 19A)
Sperry toInterim SWM (Subarea 17)
Seminole Place Bypass (Subarea 18)
Hydrograph type
Storm frequency
= SCS Runoff
= 100
Peak discharge
Time interval
= 14.31 cfs
Hydrograph type
= SCS Runoff
Peak discharge
= 150.317 cfs
Hydrograph type
= SCS Runoff
Peak discharge
= 71.62 cis
Hydrograph type
- SCS Runoff
Peak discharge
- 81.01 cfs
yrs
= 1 min
Storm frequency
= 100 yrs
Time interval
= 1 min
Storm frequency
= I00 yrs
Time interval
= 1 min
Storm frequency
= 100 yrs
Time interval
= 1 min
Drainage area
Basin Slope
= 1.060 ac
= 0.0 %
Curve number
Hydraulic length
= 98
oft
Drainage area
Basin Sloe
= 26.700 ac
0,0 %
Curve number
= 70.8
Drainage area
= 5.350 ac
Curve number
= 95
1 Drainage area
= 7.170 as
Curve number
= 95
To method
= USER
9 =
Time of cone. (To) = 6.00 min
p
To method
=
= USER
Hydraulic length = 0 It
Y 9
Time of cone. (To) = 25.10 min
Basin Sloe
P
To method
= 0.0 %
= USER
Hydraulic length = 0 it
g
Time of cone. (To) = 6.00 min
Basin Slope
p
To method
= 0.0 /e
= USER
Hydraulic length = 0 it
Time of cone. (Tc) = 14.20 min
Total Iprecip.
= 9.10 in
Distribution
= Type II
Total precip.
= 9.10 in
Distribution
= Type II
Total precip.
= 9.10 in
Distribution
= Type II
Total precip,
= 9.10 in
Distribution
- Type ll
Stormi duration
= 24 hrs
Shape factor
= 484
Storm duration
= 24 hrs
Shape factor
= 484
Storm duration
= 24 hrs
Shape factor
= 484
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume • 35.155 WE
POST -DEVELOPED 100-YEAR STORM INFLOW
Hydrograph Volume - 535,263 cull
Hydrograph Volume - 170.163 cult
tld* paps; Volume -2_25,115 cult
1 REVISED PER NEW LOCATION OF INTERIM SWM FACILITY I JDB 3118/11 _ - TH OF DESiCNEDBY: PROJECT. ALBEMARLE PLACE SET REV. NO.
r 2
Or =ENGINEERS DRAWN BY. STORMWATER MANAGEMENT PLAN
'�' SURVEYORS TLB ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER:
to DPLANNERS TITLE' POST -DEVELOPMENT HYDROGRAPHS
_ -„d L1C. No. 04• a DINR BY: C - 21
'A ww ASSOCIATES DMJ INTERIM NORTH SWM FACILITY
/ SHEET NUMBER:
S �� PO Box 4119 3040 Avemore Square Pl.
ti Lynchburg, VA24502 Charlottesvillo, VA 22911 WWA NUMBER: FILE NAME: SCALE: DATE:
_ s�I ��G Phone: 434.316.6080 Phone: 434.984.2700 H: N/A
NO. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE ONAL v7ww.wwassociates.net 2Q8Q2Ej',Q4 802604C_C21.dWg V. N/A 03/30/10 24 of 35
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ALBEMARLE PLACE - STORMWATER MANAGEMENT NARRATIVE INTERIM NORTH STORMWATER FACILITY NOTES BUOYANCY CALCULATION FOR INTERIM SWM FACILITY
E47
THE PROPOSED ALBEMARLE PLACE DEVELOPMENT IS LOCATED AT THE INTERSECTION OF U.S. RTE. 29 AND HYDRAULIC ROAD AND
SURROUNDS THE EXISTING SPERRY MARINE SITE. THE SITE IS ZONED NMD (NEIGHBORHOOD MODEL DISTRICT) AND IS PRIMARILY
WOODED WITH SOME OPEN AREAS. TWO CREEKS RUN WEST TO EAST THROUGH THE PROPERTY. ONE CREEK IS ON THE NORTHERN
PORTION OF THE PROPERTY BETWEEN SPERRY MARINE AND SEMINOLE PLACE. THE SECOND CREEK IS ON THE SOUTHERN PORTION
OF THE PROPERTY BETWEEN SPERRY MARINE AND HYDRAULIC ROAD. BOTH CREEKS PASS UNDER RTE. 29 THROUGH INDIVIDUAL
EXISTING 42" PIPES.
PERMANENT NORTH SWM FACILITY AND INTERIM NORTH_ SWM_ FACILITY PRE -DEVELOPMENT CONDITIONS
THE CREEK ON THE NORTHERN PORTION OF THE SITE RECEIVES OFFSITE FLOW FROM THREE SEPARATE DRAINAGE AREAS:
THE PRE -DEVELOPMENT DRAINAGE AREA LABELED AS 'COMMONWEALTH FACILITY', ON SHEET C-12, CONSISTS OF THE ARBOR CREST
APARTMENTS, OAK FOREST SUBDIVISION, AND PORTIONS OF THE TURTLE CREEK CONDOMINIUMS AND THE TROPHY CHASE APARTMENTS.
THE FLOWS FROM THESE AREAS ARE ROUTED THROUGH AN EXISTING 36" CULVERT THAT PASSES UNDER COMMONWEALTH DRIVE AND
DAYLIGHTS INTO THE CREEK AND ONTO THE ALBEMARLE PLACE SITE.
THE PRE -DEVELOPMENT DRAINAGE AREA LABELED AS 'EX 30" PIPE', ON SHEET C-12, RECEIVES FLOW FROM PORTIONS OF THE
TURTLE CREEK CONDOMINIUMS, COMMONWEALTH DRIVE, AND THE ADJACENT TOWNHOMES LOCATED IN THE WESTFIELD SUBDIVISION.
THE FLOWS FROM THESE AREAS ENTER INTO A CLOSED PIPE SYSTEM PRIOR TO DRAINING ONTO THE SITE AND INTO THE CREEK
THROUGH AN EXISTING 30" PIPE.
THE PRE -DEVELOPMENT DRAINAGE AREA LABELED AS 'EX DITCH', ON SHEET C-12, RECEIVES FLOW FROM PORTIONS OF THE TROPHY
CHASE APARTMENTS AND COMMONWEALTH DRIVE. THE FLOWS FROM THESE AREAS DRAIN ONTO THE SITE AND INTO THE CREEK FROM
AN EXISTING DITCH LINE LOCATED IN THE WESTFIELD SUBDIVISION.
THE PRE -DEVELOPMENT DRAINAGE AREA LABELED AS 'NORTH PRE -DEVELOPED ONSITE', ON SHEET C-12, CONSISTS OF PORTIONS OF
THE SPERRY MARINE AND THE SEMINOLE PLACE SITES AS WELL AS THE ONSITE AREAS. THE REMAINING PRE -DEVELOPMENT DRAINAGE
AREA LABELED 'RTE. 29 PRE NORTH' FLOWS ONTO THE SITE AT THE ANALYSIS POINT FOR THE NORTH AREA. THE COMBINED FLOWS
PASS UNDERNEATH RTE. 29 THROUGH AN EXISTING 42" PIPE AT THIS POINT. USING THE TR-55 METHOD THE PRE -DEVELOPMENT
FLOW RATE AT THE POINT OF ANALYSIS IS 234.19cfs FOR THE 2YR STORM EVENT AND 382.97cfs FOR THE 10YR STORM EVENT.
SOUTH SWM FACILITY PRE -DEVELOPMENT CONDITIONS
THE PRE -DEVELOPMENT DRAINAGE AREA FOR THE SOUTH PART OF THE SITE, LABELED AS 'SOUTH PRE -DEVELOPED', ON SHEET C-12,
CONSISTS OF PORTIONS OF THE TURTLE CREEK CONDOMINIUMS, COMMONWEALTH DRIVE, VILLAGE GREEN SHOPPING CENTER, THE
WESTFIELD SUBDIVISION, SPERRY MARINE, ONSITE DRAINAGE, AND THE AREA LABELED AS 'RTE. 29 PRE SOUTH', ON SHEET C-12.
THESE AREAS COMBINE AT THE ANALYSIS POINT FOR THE SOUTH AREA AND PASS UNDERNEATH RTE. 29 THROUGH AN EXISTING 42"
PIPE. THE VILLAGE GREEN SHOPPING CENTER HAS DETENTION PROVIDED ONSITE AND THEREFORE IS TREATED AS UNDEVELOPED IN
BOTH THE PRE AND POST CONDITIONS. USING THE TR-55 METHOD THE PRE -DEVELOPMENT FLOW RATE AT THE POINT OF ANALYSIS
IS 86.93cfs FOR THE 2YR STORM EVENT AND 181.11cfs FOR THE 10YR STORM EVENT.
PERMANENT NORTH SWM FACILITY POST -DEVELOPMENT DRAINAGE AREAS
BLOCKS D, E, F, & G
STORMWATER MANAGEMENT FOR THE NORTHERN PORTION OF THE SITE WILL BE PROVIDED BY AN UNDERGROUND DETENTION FACILITY.
THE FACILITY WILL BE A MANIFOLD SYSTEM CONSISTING OF 317,995CF OF 138" CMP. THE FACILITY WILL PROVIDE ATTENUATION OF
THE POST -DEVELOPED 2YR AND 10YR RUNOFF EVENT AND RELEASE AT THE PRE -DEVELOPED 2YR AND 10YR RUNOFF EVENT. FLOWS
FROM THE 100YR RUNOFF EVENT WILL BE COLLECTED IN A SERIES OF DROP INLETS AND SAFELY CONVEYED TO THE EXIST 42" PIPE.
THIS FACILITY PROVIDES WATER QUALITY VOLUME FOR THE FIRST 0.5" OF RUNOFF GENERATED WITHIN THE PRESCRIBED DRAINAGE
AREA.
AN ANALYSIS OF THE SITE HAS DETERMINED THAT THE POLLUTANT REMOVAL RATE FOR THE NORTHERN PORTION OF THE SITE IS 74%,
REFER TO BMP WORKSHEET ON SHEET C-28. A VORTECHS AND A STORMFILTER SHALL BE PLACED IN SERIES DOWNSTREAM OF THE
DETENTION FACILITY AND WILL PROVIDE A POLLUTANT REMOVAL EFFICIENCY OF 60%, STORMWATER QUALITY FOR THE REMAINING 14%
WILL BE PROVIDED BY ONSITE BMP'S SUCH AS BIOFILTERS OR MANUFACTURED SYSTEMS. THE LOCATIONS AND CONFIGURATIONS OF
THE ADDITIONAL STORMWATER QUALITY FEATURES WILL BE ADDRESSED WITH THE FINAL SITE PLAN FOR ALBEMARLE PLACE.
THE NORTH FACILITY WILL PROVIDE DETENTION FOR THE PROPOSED IMPROVEMENTS FOR ALBEMARLE PLACE IN THE AREAS DESIGNATED
AS BLOCKS D, E, F, & G ON THE PRELIMINARY PLAN. (REFER TO THE DEVELOPMENT BLOCKS DETAIL LOCATED ON SHEET C-3).
DETENTION WILL ALSO BE PROVIDED FOR THE OFFSITE AREAS THAT DRAIN TO BLOCK D AND PORTIONS OF SEMINOLE PLACE AS
SHOWN ON DRAWING C-13, LABELED 'POST -DEVELOPMENT DRAINAGE AREA MAP', OF THIS PLAN. THE OFFSITE AREAS LABELED AS
'COMMONWEALTH FACILITY', 'EX 30" PIPE', AND 'EX DITCH' WILL BE COLLECTED AND PASSED THROUGH THE SITE BY A 60" DIVERSION
PIPE CONSTRUCTED AS PART OF THE EROSION AND SEDIMENT CONTROL PLAN FOR AI BEMARLE PLACE, WP02009-00074. THE
REMAINING PORTIONS OF SEMINOLE PLACE AND SPERRY MARINE ARE TREATED .AS PASS -THROUGH FLOWS AND THE
POST -DEVELOPMENT PORTION OF RTE. 29 IS TREATED AS AN UNCONTAINED FLOW AND IS COMPENSATED FOR IN THE ROUTINGS.
POST DEVELOPMENT ROUTED & COMBINED FLOWS FOR THE NORTH SWM FACILITY AT THE NORTH SWM FACILITY & INTERIM SWM
FACLITY ANALYSIS POINT ARE 218.23cfs FOR THE 2YR STORM EVENT AND 367..05cfs FOR THE 10YR STORM EVENT.
SOUTH SWM FACILITY POST -DEVELOPMENT DRAINAGE AREAS
BLOCKS A, B, & C
STORMWATER MANAGEMENT FOR THE SOUTHERN PORTION OF THE SITE WILL BE PROVIDED BY AN UNDERGROUND DETENTION FACILITY.
THE FACILITY WILL BE A MANIFOLD SYSTEM CONSISTING OF 245,234CF OF 13&" CMP. THE FACILITY WILL PROVIDE ATTENUATION OF
THE POST -DEVELOPED 2YR AND 10YR RUNOFF EVENT AND RELEASE AT THE RRE-DEVELOPED 2YR AND 10YR RUNOFF EVENT AND
SAFELY CONVEY THE 100YR RUNOFF EVENT. THE RUNOFF FROM THE 100YR EVENT WILL BE DIRECTED INTO THE SOUTH SWM
FACILITY BY A SERIES OF DROP INLETS AND CONVEYED TO THE EXIST 42" PIPIE. THIS FACILITY PROVIDES WATER QUALITY VOLUME
FOR THE FIRST 0.5" OF RUNOFF GENERATED WITHIN THE PRESCRIBED DRAINAGE AREA.
AN ANALYSIS OF THE SITE HAS DETERMINED THAT THE POLLUTANT REMOVAL RATE FOR THE SOUTHERN PORTION OF THE SITE IS 73%,
REFER TO BMP WORKSHEET ON SHEET C-28. A VORTECHS AND A STORMFILTOR SHALL BE PLACED IN SERIES DOWNSTREAM OF THE
DETENTION FACILITY AND WILL PROVIDE A POLLUTANT REMOVAL EFFICIENCY OF 160%. STORMWATER QUALITY FOR THE REMAINING 13%
WILL BE PROVIDED BY ONSITE BMP'S SUCH AS BIOFILTERS OR MANUFACTURED SYSTEMS. THE LOCATIONS AND CONFIGURATIONS OF
THE ADDITIONAL STORMWATER QUALITY FEATURES WILL BE ADDRESSED WITH THE FINAL SITE PLAN FOR ALBEMARLE PLACE.
THE SOUTH FACILITY WILL PROVIDE DETENTION FOR THE PROPOSED IMPROVEMENTS SHOWN FOR ALBEMARLE PLACE IN THE AREAS
DESIGNATED AS BLOCKS A, B, & C ON THE PRELIMINARY PLAN. (REFER TO THE DEVELOPMENT BLOCKS DETAIL LOCATED ON SHEET
C-3). DETENTION WILL ALSO BE PROVIDED FOR THE OFFSITE AREAS THAT DRAIN TO THE SITE FROM SPERRY MARINE AS SHOWN ON
DRAWING C-13, LABELED 'POST -DEVELOPMENT DRAINAGE AREA MAP', OF THIS PLAN. THE POST -DEVELOPMENT PORTION OF RTE. 29
IS TREATED AS AN UNCONTAINED FLOW AND IS COMPENSATED FOR IN THE ROUTINGS.
POST DEVELOPMENT ROUTED & COMBINED FLOWS FOR THE SOUTH SWM FACILITY AT THE SOUTH SWM FACILITY ANALYSIS POINT ARE
72.22cfs FOR THE 2YR STORM EVENT AND 136.33cfs FOR THE 10YR STORM EVENT,
INTERIM NORTH SWM FACILITY
BLOCKS D & E
DURING THE INTERIM CONDITION THE IMPROVEMENTS ASSOCIATED WITH THE NORTHERN PORTION OF THE SITE WILL NOT BE
CONSTRUCTED. THE RESIDENTIAL AND COMMERCIAL COMPONENTS ON BLOCKS D & E ARE INCLUDED AS PART OF THE INTERIM
CONDI
TION AND A TEMPORARY TYPE II RETENTION POND WITH SEDIMENT FOREBAY WILL BE CONSTRUCTED ON THE BLOCK G AREA OF
THE SITE TO PROVIDE ATTENUATION OF THE POST -DEVELOPED 2YR AND 10YR STORM EVENTS AND RELEASE AT THE PRE -DEVELOPED
2YR AND 10YR RUNOFF EVENT AND SAFELY CONVEY THE 100YR RUNOFF EVENT. THIS FACILITY PROVIDES WATER QUALITY FOR
BLOCKS D & E AND DETENTION FOR THE ONSITE AND OFFSITE AREAS DRAINING TO THE FACILITY AS DEFINED ON SHEET C-14 OF
THIS PLAN. THE TOTAL VOLUME OF THE INTERIM SWM FACILITY AT ELEVATION 458.00 IS 958,214CF. THE TOTAL FACILITY VOLUME
INCLUDES THE WATER QUALITY VOLUME OF 147,858CF. THE RESULTANT DETENTION VOLUME PROVIDED IN THE INTERIM SWM FACILITY
IS 810.356CF.
AN ANALYSIS OF THE 44.4 ACRE ONSITE AREA FOR THE INTERIM NORTH SWM FACILITY HAS DETERMINED THAT THE POLLUTANT
REMOVAL RATE DURING THE INTERIM CONDITION IS 45%. THE INTERIM NORTH SWM FACILITY WILL PROVIDE A POLLUTANT REMOVAL
RATE OF 50%, REFER TO BMP WORKSHEET ON SHEET C-28. ADDITIONAL STORMWATER QUALITY WILL NOT BE REQUIRED DURING THE
INTERIM CONDITION BUT NEED TO BE PROVIDED WHEN THE SITE IS FULLY DEVELOPED. THE ADDITIONAL REMOVAL RATES WILL BE
ACHIEVED BY THE USE OF ONSITE BMP'S SUCH AS BIOFILTERS OR MANUFACTURED SYSTEMS. THE LOCATIONS AND CONFIGURATIONS
OF THE ADDITIONAL STORMWATER QUALITY FEATURES WILL BE ADDRESSED WITH THE FINAL SITE PLAN FOR ALBEMARLE PLACE,
POST DEVELOPMENT ROUTED & COMBINED FLOWS FOR THE INTERIM NORTH SWM FACILITY AT THE PERMANETN NORTH SWM FACILITY &
INTERIM NORTH SWM FACLITY ANALYSIS POINT ARE 202.62cfs FOR THE 2YR STORM EVENT AND 305.52cfs FOR THE 10YR STORM
EVENT.
1. A GEOTECHNICAL ENGINEER SHALL PERFORM A SITE INVESTIGATION, LABORATORY TESTING, AND AN
ENGINEERING ANALYSIS AND PRESENT THE FINDINGS, RECOMMENDATIONS AND COMMENTS ON ITEMS SUCH
AS: FOUNDATION/EMBANKMENT MATERIALS AND PREPARATION; DESIGN OF INTERIOR DRAINAGE FEATURES
AND FILTERS; AND GEOTECHNICAL DESIGN OF CONDUITS/STRUCTURES THROUGH THE EMBANKMENT,
INCLUDING SEEPAGE AND STABILITY ANALYSES.
2.. EMBANKMENT FILL MATERIAL SHALL BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA. IT SHALL
BE FREE OF ROOTS, STUMPS, WOOD, RUBBISH, STONES GREATER THAN 6 INCHES, AND FROZEN OR
OTHER OBJECTIONABLE MATERIALS. FILL MATERIAL FOR THE EMBANKMENT CORE AND THE CUTOFF TRENCH
SHALL CONFORM TO UNIFIED SOIL CLASSIFICATION GC, SC, OR CL. USE OF ML AND MH IS ALLOWED IF
THE OPTIMUM MOISTURE CONTENT IS MAINTAINED WITHIN ±2% AND IN ACCORDANCE WITH GEOTECHNICAL
ENGINEER RECOMMENDATIONS.
3. A GEOTECHNICAL STUDY OF THE SOILS TO BE USED IN THE EMBANKMENT MUST BE COMPLETED BEFORE
CONSTRUCTION OF THE EMBANKMENT BEGINS.
4. A GEOTECHNICAL INSPECTOR MUST BE PRESENT TO MONITOR THE CONSTRUCTION OF THE EMBANKMENT
AND TEST COMPACTION.
5. THE EMBANKMENT MUST BE CONSTRUCTED IN A MANNER TO MEET ALL THE REQUIREMENTS AND
SPECIFICATIONS OF MINIMUM STANDARD 3.01 OF THE VIRGINIA STORMWATER MANAGEMENT HANDBOOK.
6. ALL RIPRAP SHALL BE PLACED ON VDOT STANDARD WOVEN GEOTEXTILE FABRIC. VEGETATIVE GROWTH SHALL
NOT BE PERMITTED THROUGH FABRIC.
Albemarle Place Pre/Post
Development Runoff Analysis
SWM Facility
Pre -Development Runoff to
Point of Analysis
Post -Development Runoff
to Point of Analysis
Routed Flows to Point of
Anlaysis
2yr
10yr
2yr
10yr
2yr
10yr
South SWM Facility
86.93cfs
181.11cfs
144.91cfs
221.57cfs
72.22cfs
136.33cfs
North SWM Facility
234.19cfs
382.97cfs
325.42cfs
498.27cfs
218.23cfs
367.05cfs
Interim SWM Facility
234.19cfs
382.97cfs
300.93cfs
497.05cfs
202.62cfs
305.32cfs
RISER DIAMETER = 5.0'
RISER HEIGHT = 25'
RISER VOLUME = 3.14 x 2.5`2 x 25' = 491 CF
BUOYANT FORCE ON RISER = RISER VOLUME x WEIGHT OF WATER
=491 CF x 62.4 LBS/CF = 30,638 LBS
USE 11'x11'x5' CONCRETE BASE
RESISTING FORCE = VOLUME OF
BASE x
WEIGHT OF CONCRETE
=(11'x11'x5') x
150 LBS/CF =
90,750
LBS
BUOYANT FORCE
ON BASE = VOLUME
OF
BASE x WEIGHT OF WATER
=(1 1'xl Vx5') x
62.4 LBS/CF =
37,752
LBS
TOTAL BUOYANT
FORCE = BUOYANT FORCE ON RISER + BUOYANT FORCE ON BASE
=30,638 LBS +
37,752 LBS =
68,390
LBS
90,750 LBS (RESISTING FORCE) > 68,390 LBS * 1.25 = 85,488 LBS (BUOYANT FORCE)
Albemarle Place BMP Computation
_Summary______
ummary_ ._
SWM Facility
Water Quantity
BMP Analysis
°
/o Impervious
Required Water
Provided Water
Required
Removal Rate
Remaining
Removal Rate
Drainage Area
Area
Quality Volume
Quality Volume
Removal Rate
Provided*
Required**
South SWM
Facility
32.8 acres
32.8 acres
91%
37,800cu.ft.
39,173cu.ft.
74%
60%
14%
North SWM
Facility
57.5 acres
47.3 acres***
°
90 /°
74,074cu.ft.
74,480cu.ft.
°
73 /0
o
60 /0
0
13 /°
Interim SWM
66.3 acres
22.6 acres***
90%
147 668cu.ft.
147,858cu.ft.
45%
50%
0%
Facility
(4xWQV)
*Removal Rates for the Permanent North and South SWM Facilities provided byVortechs and Stormfilter working in series. (Removal Rate provided byVortechs Unit=20%; Removal Rate
provided by Stormfilter = 50%; Total Removal Rate = 60%).
**Remaing Removal Rates shall be met through the use ofoasite BMP's such as biofilters or manufactured systems. Locations and designs of additional BMP measures will be -
addressed with the Final Site Plan submittal.
***BMP Analysis Area for Permanent North and Interim North SWM Facility does not include offsite drainage from subareas 20, 21, 22, & 23 designated on sheets C-13 and C-14.
Refer to sheet C-28 of this plan set for BMP computations.
Albemarle Place SWM Facilities Storage Volume
SWM Facility
Water Quality
Total Facility
Volume
Volume*
South SWM
39,173cu.ft.
245,234cu. ft.
Facility
North SWM
74,480cu.ft.
317,995cu.,ft.
Facility
Interim SWM
Facility
-��
147,858cu.ft. I
958,214cu.ft.**
*Total Facility Volume includes Water Quality
Volume
**Total Facility Volume shown for Interim SWM Facility is to
elevation 458.00. Top of embankment elevation = 460.00.
Albemarle Place Interim SWM Facility Foreba)y
Impervious Area
Required Forebay
Provided Forebaiy
Volume
Volume
886, 010c u. ft.
18, 459c u. ft.
18, 665c u, ft.
Note: Required forebay volume based on Y4" of runoff per square foot of impervious area.
't
TACKWELD
ALL AROU
#6x1Z
SPACER E
(TYPICAL)
ANTI- VORTEX DEVICE DESIGN
PLAN VIEW
0 _I
RISER DIAMETER
SECTION A -A
PRESSURE RELIEF
HOLES 1/2' DIA.
1
im
tT BAR SIZE
BAR MIN,)
1
I
ISOMETRIC
TOP STIFFENER (IF REQUIRED)
IS 2-5 x2_55X•25 ANGLE WELDED
TO TOP AND ORIENTED PER-
PENDICULAR TO CORRUGATIONS.
TOP IS 1 GGAGE CORRUGATED
METAL OR 1/8" STEEL PLATE.
PRESSURE RELIEF HOLES MAY
BE OMMITTED, IF ENDS OF
CORRUGATIONS ARE LEFT FULLY
OPEN WHEN THE TOP IS
ATTACHED.
CYLINDER IS 14_GAGE CORRUGATED
METAL PIPE OR FABRICATED FROM
1 /8"
STEEL PLATE.
NOTES.
1, THE CYLINDER MUST BE
FIRMLY FASTENED TO THE
TOP OF THE RISER.
2. SUPPORT BARS ARE WELDED
TO THE TOP OF THE RISER
OR ATTACHED BY STRAPS
BOLTED TO TOP OF RISER.
FLAT ROOF RECTANGULAR
RACKS/WEIRS
(Standard Sizes)
Dimensions in Inches to the Nearest 1/4"
C
d
Width (A) 111318
163/4
221/8
271/2
32718
381/4
435/8
1 49
543/8 593/4
651/8
761/2
1817A
871/4
CODE 1 02
1 03
1 04
1 05
1 06
07
08
09
10 11
12
1711/8
13
14
15
1 16
Len�cth( B)
I 113/8
163/4
22118
271/2
32718
381/4
435/8
49
543/8 593/4 651/8
701/2
757/8
817/8
871/4
CODE
02
03
04
OS
Ofi
07
08
09
10 I 11 12
^13
14
15
1 16
Height(C) 1 7112 127/8
CODE 1 01 1 02
Flat Roof (FR)
Width (A) Length(B) Height(C)
PLASTIC SOLUTIONS, INC.
CUSTOMER:
DATE:
P.O. BOX 4386
WINCHESTER,vA22604
DRAWN BY:
PROJECT:
APP'D BY:
s77•s7y-s727 540-722-2219 (fax)
www.plastic-s°lution.com
DETAIL:
Open Channel Design Worksheet for Interim SWM Facility - ���- �..__..��_�..-..�..........._..�,-.
Project: Albemarle Place ..
-_
WWA Project Number: 208026.28 --- ENGINEERS
-. - - SURVEYORS
By: John Beirne, PE
PLANNERS
Date:
Jan. 26, 2010
SOCIATES
Incremental
c A
Channel
Allowable
Maximum
Segment ID
Incremental c
Drainage
Tc
(min)
12 (in/hr)
Q (cfs)
Slope
(ft/ft)
Geometry
Liner
Material
V2 x R2
n
Velocity
Velocity
(fps)
I10 (in/hr)
Q (cfs)
Depth (ft)
Channel
Remarks
Incremental
Accumulated
Area Ac.
( )
(fps)
Depth (ft)
b
�
Z2
Forebay Weir
n/a
n/a
n/a
n/a
n/a
n/a
187.26
0.010
20.0
2.0
2.0
Rip -Rap
6.79
0.040
10.00
4.74
6.70
187.26
1.69
2.00
Velocity OK
Depth OK
IYUbV. f"IUw� uJCU IUI UPUF1 U11Urillul uutilyti wulu UU1U111CU IFVrrl
hydrologic analysis performed for Interim SWM Facility.
1 REVISED PER NEW ROUTINGS OF INTERIM NORTH SWM FACILITY JDB 3118111 _ DESIGNED BY: PROJECT: _ SET REV. NO.
AND SOUTH SWM FACILITY OP j' JDB ALBEMARLE PLACE_
r - 2
2 REVISED FLOWS FOR SOUTH SWM FACILITY JDB 5120111 ENGINEERS DRAWN BY: STORMWATER MANAGEMENT PLAN
SURVEYORS TLe ALBEMARLE COUNTY, VI RGI NIA DRAWING NUMBER:
OIIN DA I Sit PLANNERS TITLE: LE:
Lic. No. 04 ,� DIHR BY: SWM NARRATIVE & NOTES C-25
�o �w ASSOCIATES DMJ
PO Box 4119 3040 Avemore Square PI. SHEET NUMBER:
G Lynchburg, VA24502 Chulettesvil1e,VA22911 WWA NUMBER: FILE NAME: SCALE: DATE:
L SHEIONAL Phone: 434.316.6080 Phone: 434.984.2700 H: N A
NET REVISION BY DATE NO. SHEET REVISION BY DATE ��' w4C
wwmwassoeiates.net 208026.04 80260-C25.dwg V.- NIA 03130110 28 of 35
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9
30" 0 MANWAY COVER (TYP) 30" 0 MANWAY COVER (TYP)
PROVIDED BY CONTRACTOR PROVIDED BY CONTRACTOR
-FOP (1) = 486.40 TOP (2) = 486.45 TOP (3) = 486.40 TOP (1) = 462.27 TOP (2) = 463,25 TOP (3) = 464.23 TOP (4) = 464.59
5,00�Opsi PRECAST CONCRETE 5,OOopsi PRECAST CONCRETE
CON/SPAN UNIT - CONTRACTOR SHALL PROVIDE CON/SPAN UNIT CONTRACTOR SHALL PROVIDE
_ RISERS AND STEPS NECESSARY
RISERS AND STEPS NECESSARY
,. : • r :,,....:.. .: ..... - ....-. „ .. MATCH D GRADE, MATCHTO FINISHED GRADE
STEP 27" SrORMFILTER INV. IN = 455.77 STEP 27" S TORMFILTER INV. IN = 437.27
(TYP) CARTRIDGE (TYP) (TYP) CARTRIDGE (TYP)
81
8'
INV. OUT = 455.02 INV. OUT = 434.52
--
i
2.75'
t•
NOTES: P•
- - - - - - NOTES:
fi
• w -
ENERGY DISSiPATOR 1. ALL FRAMES AND COVERS 1. ALL FRAMES AND COVERS
BOTTOM ELEV = 455.02 UNDERDRAIN MANIFOLD 6" FINISH FLOOR CARTRIDGE BAY SHALL BE IN ACCORDANCE BOTTOM ELEV = 434.52 UNDERDRAIN MANIFOLD 6" FINISH FLOOR CARTRIDGE BAY ENERGY DISSIPATOR
INSTALLED BY CONTRACTOR POURED IN PLACE BY CONTRACTOR (TYP) WITH BE STD. IC-2. INSTALLED BY CONTRACTOR POURED IN PLACE BY CONTRACTORJ (TYP)_ SHALL BE IN ACCORDANCE
WITH VDOT STD. IC-2.
2. STEPS SHALL BE PROVIDED 2. STEPS SHALL BE PROVIDED
IN ALL RISERS IN IN ALL RISERS IN
ACCORDANCE WITH VDOT STD. ACCORDANCE WITH VDOT STD.
BOX CULVERT STORMFILTER - SECTION A -A BOX CULVERT STORMFILTER - SECTION A -A
SCALE: N.T.S. SOUTH SWM FACILrfY �t J ST-1. SCALE: N•l•S• NORTH SWM FACILrfY 1 ST-1.
4. SAFETY SLABS ARE REQUIRED 4. SAFETY SLABS ARE REQUIRED
98 - 27" CONTECH FILTER FOR ACCESS MANHOLES WITH 195 - 27" CONTECH FILTER FOR ACCESS MANHOLES WITH
CARTRIDGES WITH ZPG MEDIA DEPTHS GREATER THAN 12' CARTRIDGES WITH ZPG MEDIA DEPTHS GREATER THAN 12'
IN ACCORDANCE WITH VDOT IN ACCORDANCE WITH VDOT
TOP (2) STD. SL-1 TOP (2) TOP (3) STD. SL-1
14
a
OUTLET OUTLET
� , '• TLET � !
BAY TOP (3) '. FLEXIBLE BOOT CONNECTION OR R TIGHT WITH BAY - TOP (4).
INV. OUT = 455.02 WHE_ _ �- INV, OUT = 434.52 FLEXIBLE BOOT CONNECTION OR
-
:.
PARGE WATE-
10' PARGE WATER TIGHT WITH
CS
NON SHRINK GROUT
NON -SHRINK GROUT
TOP (1)14,
TOP 0)
. - - - -
�-� INV. IN = 457.77 -4'- (75'-8") INV. IN = 437.27
48'-9" (NOMINAL) 80' (NOMINAL)
BOX CULVERT STORMFILTER - PLAN A -A BOX CULVERT STORMWILTER - PLAN A -A
SCALE. N.T.S. SOUTH SWM FACILITY SCALE: N.T.s• NORTH SWM FACILITY 1
GENERAL NOTES
GENERAL NOTES
1. CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE. 1, CONTECH TO PROVIDE ALL MATERIALS UNLESS NOTED OTHERWISE.
2. DIMENSIONS MARKED WITH () ARE REFERENCE DIMENSIONS. ACTUAL D*IMENSIONS MAY VARY. 2. DIMENSIONS MARKED WITH ( ) ARE REFERENCE DIMENSIONS. ACTUAL DIMENSIONS MAY VARY.
3. FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS SHALL BE PROVIDED BY CONTECH www.contech-cpi.com 3. FABRICATION DRAWINGS WITH DETAILED STRUCTURE DIMENSIONS AND WEIGHTS SHALL BE PROVIDED BY CONTECH www.contech-cpi.com
4. STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING. 4. STORMFILTER WATER QUALITY STRUCTURE SHALL BE IN ACCORDANCE WITH ALL DESIGN DATA AND INFORMATION CONTAINED IN THIS DRAWING.
CONTRACTOR TO CONFIRM STRUCTURE MEETS REQUIREMENTS OF PROJECT. CONTRACTOR TO CONFIRM STRUCTURE MEETS REQUIREMENTS OF PROJECT.
5. ZPG FILTER CARIrRIDGE MEDIA CONSISTS OF ZEOLITE, PERLITE, AND GRANULAR ACTIVATED CARBON. REMOVAL RATE = 50% 5. ZPG FILTER CARTRIDGE MEDIA CONSISTS OF ZEOLITE„ PERLITE, AND GRANULAR ACTIVATED CARBON. REMOVAL RATE = 60%
6. REFER TO SHEET C-9 OF THE ALBEMARLE PLACE STORMWATER MANAGEMENT PLANS FOR MATERIAL, SIZE, AND SLOPE OF INFLOW AND OUTFLOW 6. REFER TO SHEET C-10 OF THE ALBEMARLE PLACE STORMWATER MANAGEMENT PLANS FOR MATERIAL, SIZE, AND SLOPE OF INFLOW AND OUTFLOW
PIPES. PIPES.
INSTALLATION NOTES INSTALLATION NOTES
1. CONTRACTOR SHALL PROVIDE 6" MINIMUM COMPACTED GRAVEL BASE OF VDOT NO. 57 COARSE AGGREGATE UNDER FINISHED FLOOR. 1. CONTRACTOR SHALL PROVIDE 6" MINIMUM COMPACTED GRAVEL BASE OF VDOT NO. 57 COARSE AGGREGATE UNDER FINISHED FLOOR.
2. CONCRETE FOR (POURED IN PLACE FLOOR SHALL BE 4000 PSI CONCRETE IN ACCORDANCE WITH VDOT SPECIFICATION SECTION 219, A-4 GENERAL. 2. CONCRETE FOR POURED IN PLACE FLOOR SHALL BE 41000 PSI CONCRETE IN ACCORDANCE WITH VDOT SPECIFICATION SECTION 219, A-4 GENERAL.
3. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER STRUCTURE (LIFTING 3. CONTRACTOR TO PROVIDE EQUIPMENT WITH SUFFICIENT LIFTING AND REACH CAPACITY TO LIFT AND SET THE STORMFILTER STRUCTURE (LIFTING //��uu
CLUTCHES PROVIDED). CLUTCHES PROVIDED).
L�'J"!s
4. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN ALL SECTIONS AND ASSEMBLE STRUCTURE. 4. CONTRACTOR TO INSTALL JOINT SEALANT BETWEEN RILL SECTIONS AND ASSEMBLE STRUCTURE. S
STORMWAiER
5. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPES. MATCH OUTLET PIPE INVERT WITH OUTLET BAY FLOOR. �_ 50� 5. CONTRACTOR TO PROVIDE, INSTALL, AND GROUT PIPETS. MATCH OUTLET PIPE INVERT WITH OUTLET BAY FLOOR. 5r0RMWATER
6. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION -RELATED EROSION RUNOFF. 6. CONTRACTOR TO TAKE APPROPRIATE MEASURES TO PROTECT CARTRIDGES FROM CONSTRUCTION -RELATED EROSION RUNOFF. 5oumoNs.
14'4'
SEALANT
EXTRUDED BUNA N SEAL 6" CONCRETE TYP
SEALANT FLOW CONTROL WALL
ALUMINUM ALUMINUM SWIRL `` ORIFICE
SWIRL
EXTRUDED BUNA IN SEAL 6" CONCRETE TYP CHAMBER d
CHAMBER
-. ;
NOTES: �. 1'-10" V-6" 2'-0� NOTES:
1'-6" T-0" 1 ..'
1. ALL FRAMES AND COVERS ` 1 ,.' 8-0
1. ALL FRAMES AND COVERS
WE -�, ?•, SHALL BE IN ACCORDANCE , ` / / '• INV. OUT=437.38 SHALL BE IN ACCORDANCE
1 WITH VDOT STD. IC-2. 90. `
p, WITH VDOT STD. IC-2.
A S' A A
WEIR 2. STEPS SHALL BE PROVIDED
Al2. STEPS SHALL BE PROVIDED
77
--- �'-� RIFICE �- IN ALL RISERS IN -
IN ALL RISERS IN
ACCORDANCE WITH VDOT STD. ----- ' -- -�•- ACCORDANCE WITH VDOT STD.
-- - ST-1.
_ ST-1.
a..-,.q' ... .•. q : ,. a .. 4. SAFETY SLABS ARE REQUIRED
FOR ACCESS MANHOLES WITH 4. SAFETY SLABS ARE REQUIRED
INV. OUT=457.91 FOR ACCESS MANHOLES WITH
INV. IN = 457.91 SEALANT BAFFLE WALL DEPTHS GREATER THAN 12' SEALANT BAFFLE WALL FLOW CONTROL WALL DEPTHS GREATER THAN 12'
IN ACCORDANCE WITH VDOT INV. IN = 437.38 IN ACCORDANCE WITH VDOT
PLAN VIEW B B
STD. SL-1 PLAN VIEW B - B STD. SL-1
-
PARGE WATERTIGHT WITH NON -SHRINK TOP = 465.15 TOP = 465.01 TOP = 464.97
PARGE WATERTIGHT TOP = 486.00 TOP = 486.00 TOP = 486.00 GROUT (TYP) - - -
WITH NON -SHRINK
GROUT (TYP) - - - - - - 5,000psi CONCRETE
HS2 LOADING ( CONTRACTOR SHALL PROVIDE RISERS
CONTRACTOR SHALL PROVIDE RISERS FORNECESSARY TO MATCH FINISHED GRADE
5,000psi CONCRETE NECESSARY TO MATCH FINISHED GRADE
REINFORCED FOR H820
LOADING •. q., .,• - ;_ . ; 4 . • �
d ^
' ° TOP AND SIDES d
TOP AND SIDES B SEALED TO VAULT B
SEALED TO VAULT G7
B B
WEIR
WEIR BUTYL WEIR
BUTYL WEIR •. . ; f
RUBBER - - - AND :' RUBBER L - - - - - - - AND d
SEALANT ORIFICE 7'-0" I SEALANT ORIFICE 1
T-0° -► 1 PLATES 1 -�._ TYP -a,.._ PLATES -i•-
TYP INV. IN = 457.91 I ORIFICE 1 INV. OUT = 457.91
1 ORIFICE 1
C - INV. IN = 437.38 1 1 INV. OUT = 437.38
11 II
T.0° ° � � 3,-0" 3-0"
3'-0" I I 3 -0" T-0"
TYP � II TYP TYP •� TYP ii �• TYP TYP
i 1
'Y. .' ♦. 4'.- .: .. .. a ... q :d .• ,,
♦ .. ♦ d .' .. ♦ .. .. .. .. • i .
' Oo O Oo O O O Oo O Oo O Oo O Oo Oa Oo � .. Q. : • „ ,
O O O O Oo O O .. 4•'
°O 000 °O oo,o 00o Ovoo g000 opodo op °OQo °O 000 opoQo oOOQo op°OQo 0 6"MIN. COMPACTED GRAVEL BASE •. •.. •:.. .. •. .:'P :. -. .• •: _; •.: ':. '•. •. �. •: ::..; . :.-`:..:
°dodo °�000 °Ouoo °O000 °ooQo °O000 °a000 °OoQo °OoQo °0000 °oQa ��° 6'MIN.COMPACTED GRAVEL BASE
BOTTOM ELEV. = 454.91
NOTES:
SECTION A - A BOTTOM ELEV.=433.38 SECTION A - A
NOTES:
1. PEAK TREATMENT CAPACITY: 4.5 CFS 1. PEAK TREATMENT CAPACITY:11 CFS
SEDIMENT STORAGE: 1.8 CU YD SEDIMENT STORAGE: 4 CU YD
SEDIMENT CHAMBER DIA: 5' MIN SEDIMENT CHAMBER DIA: 8' MIN
REMOVAL RATE = 20% REMOVAL RATE = 20%
2. INLET PIPE MUST BE PERPENDICULAR TO THE STRUCTURE 2. INLET PIPE MUST BE PERPENDICULAR TO THE STRUCTURE
3. CONTRACTOR SHALL NOT BE RESPONSIBLE FOR ASSEMBLY OF UNIT 3. CONTRACTOR SHALL NOT BE RESPONSIBLE FOR ASSEMBLY OF UNIT
4. MANHOLE FRAMES AND PERFORATED COVERS SUPPLIED WITH SYSTEM AND INSTALLED BY CONTRACTOR 4. MANHOLE FRAMES AND PERFORATED COVERS SUPPLIED WITH SYSTEM AND INSTALLED BY CONTRACTOR
6. CONTRACTOR TO PREPARE EXCAVATION AND PROVIDE CRANE FOR OFF-LOADING AND SETTING AT TIME OF DELIVERY 5. CONTRACTOR TO PREPARE EXCAVATION AND PROVIDE CRANE FOR OFF-LOADING AND SETTING AT TIME OF DELIVERY
6. GRAVEL BASE SHALL BE VDOT NO. 57 COARSE AGGREGATE 6. GRAVEL BASE SHALL BE VDOT NO. 57 COARSE AGGREGATE.
7. VORTECHS SYSTEMS BY CONTECH STORMWATER SOLUTIONS; LINTHICUM, MD (866) 740-3318. 7, VORTECHS SYSTEMS BY CONTECH STORMWATER SOLUTIONS; LINTHICUM, MD (866) 740-3318.
We WA 10 1'", :'�>n „�4® I ' �: ...••,L„� NORTH SWM FACILITY:
SOUTH SWM FACILITY;
DETAIL FOR ''' ® ��"®' " DETAIL FOR
STORMWATER -.VORTECHS® MODEL 3000 STORMWATER VORTECHS® MODEL 7000
SOLUTIONS.w. U.S. PATENT No. 5,759,415 SOLUTIONSwo. U.S. PATENT No, 5,759,415
contechstormwater.com contechstormwater.com
1 REVISED INVERTS AND TOPS PER NEW LOCATIONS AND GRADING JDB 3/18/11 TH O� DESIGNEDDe. PROJECT- ALBEMARLE PLACE SET REV. N0.
2
ENGINEERS DRAWN BY: STORMWATER MANAGEMENT PLAN
SURVEYORS TLB ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER:
U HN PLANNERS TITLE:
LiC. N0.042 �, DI HR BY: DETAILS C - 2 6
�o ww ASSOCIATES DMJ
`��^I �► PO Box4119 3040AvetnoreSquare Pl. SCALE: DATE: SHEET NUMBER:
ti Lynchburg, VA 24502 Charlottesville, VA 22911 W WA NUMBER: FILE NAME:
s-1�� Phone: 434.316.6080 Phone: 434.994.2700 802604C_C26.dw H: N/A 29 of 35
N0. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE ONAL www.wwaissociates.net 208026.04 9 V: N/A 03/30/10
0
N
/
048' STUB (Bt) FROM STRCT OS
INV m 464.57
0138' INV = 458.07 292,-6"
NOTES
337'-6"
:
REINFORCED
REINFORCED
REINFORCED
17',6" -.-
REINFORCED
048" RISERS (F1)
048" RISERS (K1)
6'-0"
• ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE.
1T-6" --- 048" RISERS (F1)
048" RISERS (K1)
6'-0"
.N
(TYP OF 4)
(TYP OF 4))
TOP = 489,71
0 ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF
TOP = 466.93
TOP = 470.08
TOP = 486.86
RISERS AND INLETS, SHALL BE VERIFIED BY THE
REINFORCED
ENGINEER OF RECORD PRIOR TO RELEASING FOR
TT
BULKHEAD W/STRCT 38
0
INV STUB (Ct)
INV
K
REINFORCED
FABRICATION.
'
054" STUB (J1)
= INV =
INV = as6.ao
E E E E E E E E
E E E
BULKHEAD
• FITTINGS AND REINFORCEMENT COMPLY WITH
F G G
G G G G G G G G G G J
INV. = 446,59
A'•
ASTM A998.
0138" INV. = 439.59bYP)
TO ST
TO STRCT 4
D
REINFORCE�1
• ALL RR ERS S ARE
A
I BULKHEAD
AND GAGE t1Nl_Ess o HER ISE NOTOTRRUGATION
F E E E E. E. E E. E E E J • RISERS TO BE FIELD TRIMMED TO GRADE.
OM
sTRcr z9
G
G
G
G
G
G
G
G
G
G
G1�1
G
G
K
REINFORCED
BULKHEAD
0138"INV. = 459.46 (TYP)
i I 0138'" INV,46�TYPj
INV, OUT = 437.9
0138" INV. = 437.9
TO VORIECHS
042" STUB (C1)
r4 INV. OUT = 437.9 1 nF,i 0138" INV. = 437,9 i
TO STRCT 28 C
ir��aa�e��rai�r����ro■
I I 0138" INV. _) - I B \�I I E II E III E I I E III E III E II E I�I E II E III E I�I E III K BULKHEAD REINFORCED
+- REINFORCED.
BULKHEAD �� `POP= 4tIO.$6
REINFORCEDVr "V Va � =I (
F E E. E E E E E Ejj� Ejj� E L REINFORCED
BULKHEAD
TOP = 489.71
I -
0
E
E
E
�
E
E
E
E
E
E
E
E
K
REINFORCED
I
-•- REINFORCED
I TO roRtECHs
_
BULKHEAD%
BULKHEAD C TOP = 486,86 - \\
TOP 470.10 REINFORCED \\`_ (,
F E E. E E HI E Ejj� E E E E L �U
7-REINFORCEDBULKHEADULKHEAD 3' TYP TOP - 489.71
E
��l
E.��
E
E
E
E
E
E
E
E
E
K
REINFORCED
-- REINFORCED
D
BULKHEAD
nuutncNv
_ ,IAAIn -nT ---t
G E E H III E Ilk E III E E III E III E III E L REINFORCED
C�
G
G
G
G
G
G
G
G
G
G
G
Gjj�
G
K
REINFORCED
BULKHEAD
III
BULKHEAD
015" STUB (G1)
I REINFORCED ,
TOP = 465.82 INV a e'oo 048" RISER
f.
0138' INV = 458.00 d BAND WITH
TOP = 486.86 GASKET (TYP)
EFF H G G G G G G G G G G G L REINFORCED To volTrEclls 024" snia (Ht)
BULKHEAD _ INV -• 465.16
2' WIDE FLAT FROM STRCT 420 24
BAND WITH
GASKET (TYP)
BILL OF MATERIALS
PIECE
QTY
0
CORRUGATION
GAUGE
FINISH
LENGTH
TOTAL
A
1
138
3" X 1"
10
ALT2
37'-3"
37'-3"
B
1
138
3" X 1"
10
ALT2
44'-6"
44'4"
C
1
138
3" X 1"
10
ALT2
44'-6"
44`-6"
D
1
138
3" X 1"
10
ALT2
44'-6"
44'-6"
E
1
138
W X 1"
10
ALT2
15.4.
15'-0"
F
5
138
3" X 1"
10
ALT2
24'4"
120'-0"
G
111
138
3" X 1"
10
ALT2
24'-0"
2664'-0"
H
1
138
3" X 1"
10
ALT2
24'-0"
24'-0"
J
1
138
3" X 1"
10
ALT2
12--0"
12'4"
K
4
138
3" X 1"
10
ALT2
12'-0"
48'4"
L
4
138
3" X 1"
10
ALT2
12'-0"
48'-0"
TOTAL MANUFACTURED LENGTH
3101'-9"
ASSEMBLY
SCALE: 1" = 30'
VOLUME: 317,995 C.F.
LOADING: H20/H25
SYSTEM INV = 437.9Q
NORTH SWM FACILITY
FITTINGS AND MISCELLANEOUS
PIECE
QTY
0
CORRUGATION
GAUGE
FINISH
LENGTH
B1
1
12
2.2/3" X 112"
16
ALT2
108'-11"
C1
1
42
2-2/3" X 1/2"
16
ALT2
266'-0"
F1
5
48
2-2/3" X 1/2"
16
ALT2',
121'-0"
H1
1
36
2-2/3" X 1/2"
16
ALT2',
1 V-6"
J1
1
54
2-2/3" X 1/2"
16
ALT2
12'.4"
K1
4
48
2-2/3" X 112"
16
ALT2,
103'-0"
BULKHEADS
9
138
N/A
12
STEEIL
BANDS
130
138
LADpERS
9
NOTES
• ALL RISER AND STUB DIMENSIONS ARE TO CENTERLINE.
• ALL ELEVATIONS, DIMENSIONS, AND LOCATIONS OF
RISERS AND INLETS, SHALL BE VERIFIED BY THE
ENGINEER OF RECORD PRIOR TO RELEASING FOR
FABRICATION.
o ALL FITTINGS AND REINFORCEMENT COMPLY WITH
ASTM A998.
• ALL RISERS AND STUBS ARE 2 V3' x Y2" CORRUGATION
BILL OF MATERIALS
PIECE
QTY
0
CORRUGATION
GAUGE
FINISH
LENGTH
TOTAL
A
1
13$
3" X 1"
10
ALT2
37'4"
37'4"
B
1
138
3" X P'
10
ALT2
44'4"
44'-6."
C
1
138
3" X 1"
10
ALT2
44'-6"
44'4"
D
1
138
3" X 1"
10
ALT2
37',3"
37'-3"
E
83
138
3" X 1"
10
ALT2
24'-0"
1992'-0"
F
3
138
3" X V,
10
ALT2
24A"
72'-0"
G
1
138
3" X 1"
10
ALT2
24'-0"
24'.0"
H
1
138
W X 1"
10
ALT2
24'-U'
24'-0"
J
1
138
W X 1"
10
ALT2
1514"
15'4"
K
4
138
3" X 1"
10
ALT2
15'-0"
60`4"
L
3
138
3" X 1"
10
ALT2
15'-0"
45'-0"
TOTAL MANUFACTURED LENGTH
2395-6"
/A00GIVIDL T
SCALE: 1" = 30'
VOLUME: 245,234 C.F.
LOADING: H20/H25
SYSTEM INV = 451.30
SOUTH SWM FACILITY
FITTINGS AND MISCELLANEOUS
PIECE
QTY
0
CORRUGATION
GAUGE
FINISH
LENGTH
B1
1
48
2-2/3" X 1/2"
16
ALT2
W-10•
C1
1
42
2-2/3" X 1/2"
16
ALT2
F1
3
48
2-2/3" X 1/2"
16
ALT2
G1
1
15
2-2/3" X 1/2"
16
ALT2
H1
1
30
2-2/3" X 112"
16
ALT2
30'-10"
K1
4
48
2-2/3" X 112"
16
ALT2
BULKHEADS
8
138
NIA
12
STEEL
BANDS
99
138
LADDERS
8
• RISERS TO BE FIELD TRIMMED TO GRADE.
1
FRAME AND COVER SHALL. BE IN
ACCORDANCE WITH VDOT STD, IC-2
i
A
ACCESS CASTING TO BE
PROVIDED AND INSTALLED
BY CONTRACTOR.
TEMPORARY COVER FOR
CONSTRUCTION LOADS
Ol. _} Q ,4 EIGHT 0 VER I I r..... ^�� I
KEY IH _ �-
A
}i r
48" - _ 1. RIGID OR FLEXIBLE PAVEMENT 24 F CO FINISHED GRADE? j - �'irt �'�`'y -O8"
3
r
d- <J "�
... - .....:. I Ir�
4 - - --- 2. GRANULAR ROAD BASE - 24" WIDE 91 I
FLAT BAND BLACK VINYL/NITRO
if n
............... ...... CMP .RISER
B RUBBERU B GAS ET MA ERIAL
3. 12^MIN.FOR DIAMETERS THROUJGH96' BLEND GASKET 24" i �;,:I - UM R B ER K T
q A 5 -.... 18"MIN. FOR DIAMETERS FROM 102' WIDE X 1-1/2" THICK __ ___ __ _ -1 OI SUFFICIENT TO PREVENT I Yy
ING ON
ACCESS LADDER TO BE I - _ AND LARGER MEASURED TO 70R OF RIGID - - �U._ RISERSLATO O BE PROVFROM IDED BY a
OR BOTTOM OF FLEXIBLE PAVEMENT., CONTRACTOR. 06 11' TYP.
PROVIDED BY CONTECH- -77 -
` d4. FILL AND BACKFlLLE ABOVE VDOT 21A TO 5 CORRUGATED
" SUBGRADE. FILL AND BACKFILL TO BE
RISER I 1� M METAL PIPE corlsTRucnoN
REINFORCING TABLE
"BEARING
0 CMP
A
0 B
REINFORCING
PRESSURE
RISER
(PSF)
24"
04'
26
#5(112'OCEW
2.410
4'X4'
#5 LD 12- OCEW
1,780
30'
04'-6°
32
#5 (a 12' OCEW
2,120
4'-6" X T-6"
#5 C 12' OCEW
1,530
36"
06
30
#5@10'OCEW
1,890
#5 _ 10- OCEW
1,350
42'
44'
010, OCEW
1.720
5'•6- X V-6"
#5 @ 9- OCEW
1,210
48"
06,
S0
#5 aQ 9. OCEW
1,600
#5 (r� 8' OCEW
1.100
J T- PLACED IN ACCORDANCE WITH SECTION LOADS SECTION VIEW
ON D ••q;gSUMED SOIL BEARING CAPACITY
EXTENSION " THE EARTHWORK REQUIRMENTS {ALE 2 FINISH)
DRAWWING C-3 OF THESE PLANS. SECTION FOR TEMPORARY CONSTRUCTION VEHICLE LOAIDS, AN EXTRA AMOUNT OF COMPACTED COVER MAY BE REQUIRED OVER THE TOP OF THE PIPE.
THE HEIGHT -OF -COVER SHALL MEET THE MINIMUM REQUIREMENTS SHOWN IN THE TABLE BELOW. THE USE OF HEAVY CONSTRUCTION I
CMP FINISH IS ALT 2- .....-.-:-:: 5. BACKFILL WITH VDOT 21A PER THE LATEST ' EQUIPMENT NECESSITATES GREATER PROTECITION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC. d,
EDITION OF THE VDGT ROAD & BRIDGE ifc0 OA
j-1/2� STANDARD CONNECTION DETAIL-- SPECIFICATIONS 1' ABOVE THE CROWN OF
_"jl TECHCO". BAND ANGLE-- THE PIPE. PLACE IN 6" LIFTS (COMPACTED 24" `
TO 1009 DENSITY IN ACCORDANCE WITH
_ - .. _.. ASTM D 698 AND INSPECTED BY GEOTECH.
p TOP VIEW .. _ .. PROVIDE COMPACTION RESULTS.. 4-5/W '
fi" SLIP JOINT = CMP FINISH IS ALT 2 VDOT N057 GRANULAR BEDDING, SHAPE
RIVETED CMP OR HELICAL g Y r�c{ 6. RAN D D
CMP WITH ANNULAR ENDS a .: '..T.TO FIT THE BOTTOM OF THE PIIPE, 6' IN
_ DEPTH.
8" X 1/2" CARRIAGE
RISER STUB + CURVED SHEET SECTION WELDED SUBGRADE BEDDING PREPARATION BOLTS WITH 1/2" NUTS
jA 4 TO BAND (SAME GAGE)
+
0-RING G SKET E (RED
PIPE SPAN,
AXLE LOADS (kips)
INCHES
18-50 1 50.75 1 75.110 1 110-150
.
MINIMUM COVER
(FT)
2.0
2.5
3.0
3.0
12.42
48-72
3.0
3.0
3.6
4.0
78.120
3.0
3.5
4.0
4.0
126444
3.5
4.0
4.5
4.5
LA GF
0B
v •p
\
#4 DIAGONAL TRIM
#4 DIAGONAL TRIM
PLACES)'
BAR (TYP.SEE
BAR (TYP. 4 PLACES},
NOTE
SEE NOTE 7.
2' COVER
i�
d
O
1 •O�QI 1
(TYP)
d FOR SOIL TIGHTNESS U PRIOR TO PLACING THE BEDDING, THE SUBGRADE MUST BE CONSTRUCTED TO UNIFORM AND 1 ry 1
\ STABLE GRADE, IN THE EVENT THAT UNSUITABLE SUBGRADE MATERIALS ARE ENCOUNTERED (2) 24" TECHCO 'MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS. THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO
d SOFT WOOD SPACER DURING EXCAVATION, THEY SHALL BE REMOVED AND BROUGHT BACK TO THE GRADE WITH A FILL BAND ANGLES AVOID DAMAGE TO THE PIPE. MINIMUM COVER IS; MEASURED FROM THE TOP OF THE PIPE T4 THE TOP OF THE MAINTAINED CONSTRUCTION
BLOCKS 6" MINIMUM I 1
REINFORCEMENT LENGTH, 4 REQ'D PER MATERIAL AS APPROVED BY THE ENGINEER. ONCE THE FOUNDATION PREPARATION IS COMPLETE, ROADWAY SURFACE.
(ALT 2 FINISH) OPENING IN
JOINT (MIN.). 6' OF A WELL -GRADED GRANULAR MATERIAL SHALL BE PLACED AS THE BEDDING. 3 CONSTRUCTION LOADING DIAGRAM OPENING IN PROTECTION
SKIP WELD V LONG
ON 8" CENTERS i PROTECTION -- SLAB FOR '-
O-RING GASKET 4 SCALE: N.T.S. SLAB FOR CASTING
(OPTIONAL) ! CASTING l/
MODIFIED HUGGER BAND I INTERRUPTED BAR
BACKFILL CONNECTION DETAIL REPLACEMENT, SEE
SECTION A -A WHEN PLACING THE FIRST LIFTS OF BACKFILL IT IS IMPORTANT TO NOTE 6.
MAKE SURE THAT THE BACKFILL IS PROPERLY COMPACTED UNDER AND j
A
a
INTERRUPTED BAR
REPLACEMENT,
SEE NOTE 6.
R-
l
\
I
1
1
I
REINFORCEMENT' AROUND THE PIPE HAUNCHES. BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A I SPECIFICATION FOR CORRUGATED STEEL PIPE -ALUMINIZED TYPE 2 STEEL HANDLING AND ASSEMBLY STANDARD STANDARD
TWO LIFT 021 DIFFERENTIAL BETWEEN ANY OF THE PIPES AT ANY TIME DURING THE BACKFILL REINFORCING, REINFORCING, 0B
1. BAND MATERIAL AND GAGE TO BE SAME AS RISER MATERIAL. 2. PROCESS. THE BACKFILL SHALL BE ADVANCED ALONG THE LENGTH OF THE DETENTION SYSTEM AT SCOPE SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS SEE TABLE SEE TABLE
JOINT.
HAS A TOTAL HEIGHT OF 10' OR MORE, USE A SLIP OINT. THEOF THE NATIONAL CORRUGATED STEEL PIPE
3, SAME RATE 70 AVOID DIFFERENTIAL LOADING ON THE PIPE. '
3, ALL RISER SUP JOINT COMPQNENTS WILL BE FIELD ASSEMBLED, i THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF THE CORRUGATED STEEL ASSOCIATION(NCSPA)' ROUND OPTION PLAN VIEW SQUARE OPTION PLAN VIEW
4, MANHOLE RISERS IN APPLICATIONS WHERE TRAFFIC LOADS ARE OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC i PIPE (CSP) DETAILED IN THE PROJECT PLANS.
IMPOSED REQUIRE SPECIAL DESIGN CONSIDERATIONS. CONDITIONS, AS APPROVED BY SITE ENGINEER. ' INSTALLATION
I .MATERIAL NOTES:
RISER REINFORCEMENT SLIP JOINT DETAILS SHALL BE IN ACCORDANCE WITH Vooi ROAD AND
SCALE: N.T.S. 2 FLAT BAND DETAIL THE ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF BRIDGE STANDARDS AND IN CONFORMANCE WITH 4. TRIM OPENING WITH DIAGONAL #4 BARS, EXTEND
SCALE: N.T.S. THE LATEST EDITION OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS THE PROJECT PLANS AND SPECIFICATIONS. IF BARS A MINIMUM OF 12' BEYOND OPENING, BEND
$ SCALE: N.T.S..THERE ARE ANY INCONSISTENCIES OR CONFLICTS 1. DESIGN LOAD HS25. BARS AS REQUIRED TO MAINTAIN BAR COVER.
THE NORTH AND SOUTH 1 BACKFILL DETAIL PIPE WITH THE CONTRASHOULD DISCUSS AND RESOLVE
2. EARTH COVER = V MAX. 5. PROTECTION SLAB AND ALL MATERIALS TO BE
SWM FACILITIES $ SCALE: N.T.S. THE CSP SHALL BE MANUFACTURED IN ACCORDANCE WITH THE APPLICABLE REQUIREMENTS PROVIDED AND INSTALLED BY CONTRACTOR.
OF THE THE LATEST EDITION OF THE VOOT ROAD AND BRIDGE SPECIFICATIONS. THE PIPE 3, CONCRETE STRENGTH=3,500pei IN
SIZES, GAGES AND CORRUGATIONS SHALL BE AS SHOWN ON THE PROJECT PUNS. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR ACCORDANCE WITH VDOT A3.5 GENERAL 6. DETAIL DESIGN BY DELTA ENGINEERING, BINGHAMTON, NY.
TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES. 4. REINFORCING STEEL = ASTM A615, GRADE 60.
ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THE UNITED STATES, 5. PROVIDE ADDITIONAL REINFORCING AROUND MANHOLE CAP DETAIL
OPENINGS EQUAL TO THE BARS INTERRUPTED, 4 SCALE: N.T.S.
HALF EACH SIDE. ADDITIONAL BARS TO BE IN
THE SAME PLANE.
1 REVISED DETAILS PER NEW LOCATION OF SOUTH SWM FACILITY JDB 3118111 o DESIGNED BY. PROJECT: SE( REV. NO.
�� �r = JDB ALBEMARLE PLACE
ENGINEERS DRAWN BY: STORMWATER MANAGEMENT PLAN 2
SURVEYORS TLB ALBEMARLE COUNTY, VIRGIN/A DRAWING NUMBER:
-
BE
TITLE:
„d Lic. No. 042 a PLANNERS DIHR BY: DETAILS C--27
�o �w ASSOCIATES DMJ
4 15 PO Box4119 3040AvemoreSquare Pl. SHEET NUMBER:
ti Lynchburg, VA24502 CharlottesvUle, VA 22911 WWA NUMBER: FILE NAME: SCALE: DATE:
N0. jDNNIA AL '�Phone: 434,316.6080 Phone: 434.984.2700 H:
SHEET REVISION BY DATE NO. SHEET REVISION BY DATE wwwmwassociates.net 208026.04 8o26o4c_c27.dwg V. NIA
03/30/1 D 3D of 35
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Short Version BMP Computations For Worksheets 2 - 6
Albemarle County Water Protection Ordinance: Modified Simple Method
Plan: _ Albemarle Place -,.»,._-_.. Water Resources Area Development Area _____,_ ___,_...
_Predarer..,.. --__«»John_ .. irne,,PE _ »__»,_ ,.-_-._- . ___,_.Date_-__21-Dec 09 .__--. -__. ,__-_.».»_. »_,_._._ ....,,.M._._..__..._..,
Project Drainage Area Designation south._SWM. Facility..._ -.-..._ ....................I
L storm pollutant export in pounds, L = (P(Pj)Rv/12 j [ C(A)2.72 j
Rv mean runoff coefficient, Rv = 0.05 + 0.009(I)
PI small storm correction factor, 0.9
1 percent imperviousness
P annual precipitation, 43" in Albemarle
A project area in acres in subject drainage area, [ A r .
C pollutant concentration, mgA or ppm target phosphorus
f factor applied to RR
V required treatment volume in cy, 0.5" over imperu area = A(1)43560(0.5/12)/27
RR required removal , L(post) - f x L(pre)
%RR removal efficiency, RR100/L(post)
ImnervinuR Cover Computation (valuesln feet & square feet)
,__,_. ,___.__..,.,..»_ ._,___.,,.- »_____-_.__ __._....__ _ ... .
Item
-
e e l;
re dev to m nt ____
P,__ ___P._, _»_._ __
rea _,_. _
eve o ment
ost-d I
I?__,__. P
Area
____
;Paved Length Width subtotal
Length Width subtotal
v h t %
1
�,
1� r"
r i 4`�" ? air `F`' _-
X S
{ 3',n 11 s :
f 4 ` I^ 4£` `! t{ 1,,
4a 7,�
�qS '""5..• Ge*G^.�*yt0 :, ;,k ...
M
,!>d Y 'k
,t :-:t$.i C"':RY...,. .-.-.,..,__..
w � �- 115359
n, rvv-£<..t rx ... 4 ,..,_
115 359
„. y� , a a
.M;;,.. „r u� 44 �..w��"�., ,t�i. ,.,,.,..
OI
'6. w ._..,........,- Length....,.,»..., „_»..,.._1 _
Driveways Length Width no. _ subtotal
.......,,.'m..«
l
Length Width no. subtotal
and walks n s a
't vG A >� tfri
i `3 w.
IF 1x �
",,, " �.
off ix1A11,
,i, i F a' yu,Y 'a,a,Gwz "�".w'
Y�.P`3„"S .L $ y .......
,�_,I,
Xr
M,,�,
�'',nYiy
:" 7�k.J;, FAT
f Y
._ ____..... 7ry „SF..dfcx fS' a,.,s. >�Y yrI __
._I'
_.
--.
-_..
F r,'T'4T'S _*.."....._"
i�{] (,t
Q4r'sA`Ya'art, ae1'ES-, °.....L$...YJr�l1+,
9
Parking Lots Area 1 Area 2 Area 3 Ares 4
Area 1
._,
1'" i t (
%8 rarlt2
>; r #a
..x Y 3?x,S -^{ A£`' 1.�5�,„i •'.:'
.!,�',,
.� ,..ice A" F "?-
Y X f Sl .P j
_n` 1
II,lGrace
42 7T
reasMT Area 1 Area 2 subtotal
Tg�
Area 1 Areasar'
0.70 =
.-_
,�
,_-.
.
a x 0 70�...._......
...__..._. _ ..._._ _a,».._»t,....................._.
__.... .....
Structures Area no. subtotal
Area no. subtotal
N1-1�,111,1�,�.'�,,,',11,'I,1'10�,,T�'M�,�_7,_
-
..
tl .
£'-''£qs'S#
Tm�"I,.'l$l5,
f-,",
?k r{E.....!y?rt}s�'^'r�
6d�Y�'�i,D>'r f�,f,�''r'x'a7, 5'4,y,,y.S`Y �':#Y�S._.....__.
__
_
xA%
I
C?� 1 r!?.I)896,616
806,054I
.�. _
Actively -grazed pasture & Area
...
Area
__...
yards and cultivated turf x 0.08 =
r-
_ ..............................._.........._.f._..._.._....._..._......_........._.__..........................._.....
'r� : x 0.08 =
. «:....................................._...._........_...................I........---...._-.
Active cropland Area
Area
r
�,,' s3x025
z
s At
7r,*;fix six025=......
_. ... ...
Other Impervious Areas Area 1 Area 2 Area 3
...
Area 1
x ,
' r"u ,
r , ' �.
Rte 29 Lane a�!)rAj? z.itggt4lPAfl IIPn <a�1St ;,
57,410
_��
Impervious Cover
µ 12%
91%
I(pre)
RV 0.8? 1398.7 2W75
Q 528 .
New Development (For Development Areas, existing impervious cover <=
C f I (pre) * Rv(pre) L(pre) L(post)-` RR»-
0
0 70 1 00 20 /q 0 23 _ 32.19 121.96 89.76 '
0.35 1.00p 0%Q m"" »0.15 m 10.82 60.98 » 50.16
-.
0 40 � 1.00 ' 1% _ _ 0.15 12.36 69.69 57.33
* min. values -- -_ - -µ
J-"R'7
(For Development Areas, existing Impervlous cover > 201
C f ' I (pre) * Rv(pre) L(pre) LL(post) RR _�
0.76
0 90 2010.23 32.19 ` 121,96 92.98
k. 0 35 6.66 0% 0.15 10.82 I 60.98 I 5139
N0.40 0.85 mm ,, 1%-0.15 ._.. 12.36 1 69.69 59.18
Short Version BMP Computations For Worksheets 2 - 6
Albemarle County Water Protection Ordinance: Modified Simple Method
Plan : _ Albemarle Place_ Water Resources Area: Development Area
Preparer: John Beirne, PE Date: 21-Dec-09 _ ___________ _ -
Project Drainage Area Designation North SWM Facility
L storm pollutant export in pounds, L= [P(Pj)RV12 j [ C(A)2,72 j
Rv mean runoff coefficient, Rv= 0.05 + 0,009(I)
Pj small storm correction factor, 0.9
1 percent imperviousness
P annual precipitation, 43" in Albemarle
A project area in acres in subject drainage area, F7w-=-� �7 as
C pollutant concentration, mg/I or ppm target phosphorus
f factor applied to RR
V required treatment volume in cy, 0.5" over imperv. area = A(1)43560(0.5/12)/27
RR required removal , L(post) - f x L(pre)
%RR removal efficiency, RR100/L(post)
Imoervious Cover Computation (valuesln feet & square feet)
. ........ ._........ _.................. ._ .. ....... _ ___.__
I Item
- _ -
re-develo ment
-�
Area
Ar
post-devolo ment --
P P
Area
o
Wit subtotal
Paved Length Width
9
Length Width subtotal
9
`s
»4 i
uy.
Ilk M1,.
ax :rr l i :'+ R j:
3
11
s t
u 4 s.,
F' i n� P
.,k"ry YsE. .+.Y 4. ,fir.
a: <T f
Y
.r RR � 1::
o
Driveways Length Width no. subtotal
n I
and walksr + F
��s
yd
�d
Length Width no subtotal
r r
E r.
r i) .l-# r
sg5
N fti a>r�.Xr
nb"+�
111-11111Ili.,
�''.11f''�'f t:::_
�x
�„a
✓y�°(`r e I
0
Parking Lots Area 1 Area 2 Area 3 Area 4
Area 1
r
Y 3w f Y 'K'.
�
,� � � �
__ _-� Area 1 Area 2 t to Gravel areas
sub o-�'I
- S
-
am>
a
is o ' 8 .
� a S n I Q Irn
r n ,tom P) � ., lit
µa
Area « Areal subtotal
A 1
8 1
7 92
a � .70 -
pperr.. e;�,. >..u;, S,.
-Ox0 I; ,� zD
X 0.70 -
"
Structures Area no. subtotal
Area no. subtotal
G l
!P z
{ , gS�
3 ' Jf !
,d' J
t t y + t s T�,�� Ei
,
x
d ((
t
i # t
.>ei G r
S k
C 4� t
'. d a7 x c 1
�Ja�
6 € f F.
�, � i � ,F`
a w n
1 a ��-
T o
rCi j 1,881,935
4 � per) rrr
3 k O<:fitlTt 6 f9914 )
6
1 93 742
,u`"
Actively -grazed pasture & Area
1.
Area
x .r
yards and cultivated turf a 4.° 1, k ! ' x 0 08 =
t v -
1._t:.. a , / jx 0.08
c o and Area Active r I
P
Area
r -
�: x025-
�s
� j x 0.25 =
Other impervious Areas Area 1 Area 2 Area 3
-:t'.
Area 1
"lay xr'c'IV 'r k Say X
h ✓-
Yr ?: N ` '
,=
z .ham ,.:-., ,. F..n..�. -
Impervious Cover
Rt
o
0 /o
e „,
e 29 Ian ail eri" t 9 52
I
i t p�'fff.. .) ��„
! �..
"__"" """'
6
92 52
'may """`�. °
90 /o
](post) _ I(pre)
Rv(post) V 2WQV (cf)
m0 86 `2.Q78 G 155,443-_]
__ _ _ New Development (For Development Areas existing Impervious cover <_
Area Type( I C I f ( I (Pre) * 1 Rv(pre) ( L(pre) L(Post) I»�" RR
ig Water Watersheds
..._._1____________
Rural Land
rev. 30 May 2002 JMK
0.051 7.26
0,06 9.86
%RR I Area
rev. 30 May 2002 JMK
Short Version BMP Computations For Worksheets 2 - 6
Albemarle County Water Protection Ordinance: Modified Simple Method
Plan: _ «mm _ _ MAlbemarle Place m Water «Resources Area: Development Area
Preparer: John Beirne, PE _ Date: Rev: 3/8/2011
Project Drainage Area Designation Interim SWM Facility
L storm pollutant export in pounds, L = [P(Pj)Rv/12 j [ C(A)2.72 j
Rv mean runoff coefficient, Rv = 0.05 + 0.009(I)
P) small storm correction factor, 0.9
1 percent impevousness
P annual precipitation, 43" in Albemarle
A project area in acres in subject drainage area, I A��
C pollutant concentration, mg/I or ppm target phosphorus
f factor applied to RR
V required treatment volume in cy, 0.5" over imperv. area = A(1)43560(0.5/12)/27
RR required removal, L(post) - f x L(pre)
%RR removal efficiency, RR100/L(post)
Imnervious Cover Computation (values in feet & square feet)
.....................................__..... .....I._..._
Ite m
pre -development
esp
Area
post-develment
Area
Paed Length
Length Width subtotal
.subtotal
?d � ° vS ','2 < . "a,y_.
S ✓' Y`. {
s
,e :c >q ,«7�a r. .
ti4 b
0
�� �i
'
m
Driveways Length Width no. subtotal
. - as'r s-�..�,5«.,
W, � 5a'
:�i s
andwalks -S» «�
r .. .. _k%�i..�
;tE
A sr. 3 i � sx, ,...
r fi'_ ti ,;
># t ^M
.{..
ax ��
�- a
Length Width no. subtotal'
�„ , C .i 5...
is 3 �,
. r"� �x.
.fir, �.r` ;},..... , .,� � � . 4 .w..._ . a'
a '{ x t
.�
_r
"''�„�
,r t'...".� . i..
n 1. k.., ..
.s. r k . a
3 �»
F,
,si ... , r `4
a: d I
`f �, f e a
o
Parking Lots Area 1 Area 2Area 3 Area 4
Area 1
zY .�sr^
N^ A L
f W 5: y"'.
�[r'`"r:5.,.d wr. r.. .. . ,.. � ..,
4., r'� fir...
GravelareasArea 1 Area 2 subtotal
1
p - .u,. ,_ _.
13 s -
,"i £'n. .fir
. 4.. .,_/ h ra !
a 'i,�i�:.
,., ..-�:.u.i.. �.3`.. t5? X.. ,<�. '>.a iio... ,..>. �.
_
Area 1 Area 2 subtotal
_
f -
b.
9 D D x .70 -
r -
x 0,70 -
.Si
tructures Area no. subtotal
Area no. - subtotal -
b A na. Ew ,:'
a w
.�
+ir,
z..rpg ""
`P.+ +a^ w
M. ". (
.Y ..:
Z
f'. v\ �y
: yp t
}te>..i t t - t
r u
Y.+.a
z� .µ 4 d.}
h.,.:r9,. p7�.
uat09a
M 886 10
7 7 409
a,>
Actively -grazed pasture & Area
Area
ards and cultivated turf , s ..2 � x 0 OB _
Active crop land Area
Area
1{ a
x X025-
�_11
--l",_.........LIN
i�
x 0.25 -
Other Impervious Areas Area 1 Area 2 Area 3
Area 1
,: ,, ,:
r e ..>x .
s;.
s e
r.�„r.%_ .l _ fix.
;t t,..
0
Impervious Cover
0°!v'
=
I(post) _
Rv(post) T V 4W_QV (cf)
0 42 1230,6 132,9Q2
New Development (For Development
C f I (pre) *
0 70 1 00 20%
. .
0.35.1 00 ... ...,0% ......
0,40 1.00 1%
STORM SEWER DESIGN WIWA PROJECT NUMBER: 208026.28
COMPUTATIONS COUNTY: ALBEMARLE DISTRICT: JACK JOUETT
DESCRIPTION: ALBEMARLE PLACE TOWN CENTER
SHEET: 1 OF 1
FROM
POINT
TO
POINT
AREA
DRAIN
"A"
RUN-
OFF
F
COEF
C A
INLET
M
TIME
(Tc)
RAIN
FALL
(INo)
RUNOFF
Q
INVERT
ELEVATIONS
N
LENGEFT/FT
DIA
MANNIN G's
n
CAPA-
CITY
(FULL)
VEL
(FULL)
FLOW
TIME
REMARKS
TOP INLET
ELEVATIONS
INLET DEPTH
(H)
L
INLET No.
ACRES
C
INCRE-
MENT
ACCUM-
ULATED
MIN
IN/HR
CFS
UPPER
END
LOWER
END
FT
IN
CFS
FPS
SEC
FT
FT
1
2
3
4
5
6
7
8
9
10
11
12
14
15
116
-
18
19
20
21
22
South SWM Facility
South SWM
4
--
--
--
--
--
--
79.66**
458.00
457.84
16.1
0.010
42
0.015
87.4
9.1
1.8
486.50
28.50
South SWM
4
3
--
--
--
--
--
--
79.66**
454.76
452.62
267.9
0.01J8
42
0.013
90.2
9.4
28.6
486.50
31.74
4
3
2
--
--
--
--
--
--
79.66**
452.42
451.36
132.2
0.0 )8
42
0.013
90.3
9.4
14.1
484.00
31.58
3
2
1
--
--
--
--
--
--
79.66**
451.16
450.07
'136.6
0=8
42
0.013
90.1
9.4
14.6
Inv. Out to Exist. 42"- 435.40
481.00
29.84
2
16
15
--
--
--
--
--
--
44.00
477.24
472.70
101.4
0.045
36
0.013
141.5
20.0
5.1
483.00
5.76
16
15
14
--
--
--
--
--
--
44.00
472.50
471.10
41.1
0.034
36
0.013
123.4
17.5
2.4
482.65
10.15
15
14
13
-
--
--
--
--
--
65.00
469.67
469.59
14.8
0.095
42
0.013
74.2
7.7
1.9
476.00
6.33
14
13
12
--
--
--
--
--
--
65.00
469.39
469.30
17.3
0.005
42
0.013
72.8
7.6
2.3
476.00
6.61
13
12
11
-
--
--
-
--
-
65.00
469.10
1 468.93
32.7
I 0.005
42
0.013
1 72.7
7.6
4.3
I
476.00
1 6.90
12
11
10
--
--
--
--
--
-
65.00
468.73
468.29
87.7
0.005
42
0.013
71.5
7.4
11.8
477.00
8.27
11
10
9
--
--
--
--
--
--
65.00
468.09
468.00
17.2
0.005
42
0.013
73.0
.7.6
2.3
477.94
9.85
10
19
18
--
--
-
--
--
--
25.00
470.87
470.60
53.6
0.005
I 30
0.013
29.2
5.9
9.0
475.00
4.13
19
18
17
--
--
--
--
--
--
25.00
470.40
470.21
36.8
0.005
30
0.013
29.6
6.0
6.1
I
475.00
4.60
18
17
9
--
--
--
--
--
--
25.00
470.01
469.92
17.3
0.005
30
0.013
29.7
6.0
2.9
1
475.00
4.99
17
9
8
--
--
-
--
--
--
90.00
467.80
467.32
96.7
0.005
48
0.013
101.5
8.1
12.0
478.38
10.58
9
8
7
--
--
--
--
--
--
90.00
467.12
466.98
28.1
0.005
1 48
0.013
101.7
8.1
3.5
463.20
16.08
8
7
6
--
--
--
--
--
--
90.00
466.78
465.88
A 78.4
0.005
48
0.013
102.3
8.1
I 21.9
483.25
16.47
7
6
5
--
--
--
--
--
--
90.00
465.68
1 464.87
'178.4
0.005
48
0.013
97.1
7.7
23.1
484.38
18.70
6
5
South SWM Facility
-
-
--
--
--
--
90.00
464.67
1 464.57
9.5
0.011
48
0.013
147.8
11.8
0.8
Outfalls to South SWM Facility
486.83
22.16
5
EXi
22
4.69
.90
4.22
4.22
5.00
6.7
28.14
468.00
467.90
19.2
0.005
36
0.013
48.3
6.8
2.8
480.34
12.34
EXi
22
21
1.20
.85
1.02
5.24
5.05
6.6
34.85
467.70
467.23
95.0
0.005
36
0.013
47.0
6.7
14.3
489.02
21.32
22
21
20
0.50
.85
0.43
5.67
5.28
6.6
37.23
467.03
466.56
95.0
0.005
36
0.013
47.0
6.7
14.3
1
486.89
19.86
_
21
20
South SWM Facility
1.60
.85
1.36
6.60
5.28
6.6
43.38
466.35
466.12
28.8
0.008
36
0.015
51.8
7.3
3.9
Outfalls to South SWM Facili!y,
486.11
19.76
20
EX3
25
--
-
8.88
5.72
6.4
57.13
448.23
447.53
70.1
0.010
1 36
0.013
66.8
I 9.5
7.4
471.52
23.29
EX3
25
24
--
--
--
1 8.88
5.84
6.4
56.80
447.33
446.23
A 09.6
0.010
36
0.013
67.0
9.5
11.6
477.28
29.95
25
24
1
--
--
--
8.88
6.04
6.3
56.28
446.03
445.17
86.4
0.010
36
0.013
66.7
9.4
9.2
477.22
31.19
24
EX2
23
--
--
--
2.46
6.03
6.3
15.60
459.88
459.07
24.1
0.0336
18
0.013
19.3
10.9
2.2
467.70
7.82
EX2
23
1
2.46
6.07
6.3
15.57
458.87
456.47
62.5
0.0384
18
0,013
20.6
11.7
5.4
477.00
18.13
23
Permanent North SWM Facility
36
North SWM Facility
42.30
r .81
34.26
34.26
5.0
6.7
1 229.56
447.94
447.69
12.3 1
0.0204
54
0.015
243.8
15.3
0.8
Outfalls to North SWM Facility
468.60
20.66
36
31
30
--
.85
--
--
5.0
8.5
64.00
450.10
449.13
97.1
0.0100
42
0.013
100.8
10.5
9.3
456.00
5.90
31
30
29
--
.85
--
--
5.0
8.5
64.00
448.93
446.63
228.6
0.0101
42
0.013
101.2
10.5
21.7
456.00
7.07
30
.29
North SWM Facility
12.00
.85
10.20
10.20
5.0
6.7
68.34
446.43
445.80
39.3
0.0160
36
0.015
73.4
10.4
3.8
Outfalls to North SWM Facili
463.51
17.08
29_
29
EX8
-
.85
--
--
5.0
8.5
36.34
450.22
449.00
48.9 j
0.0250
30
0.013
65.0
13.2
3.7
Hi hflow Bypass Pie
463.51
18.98
29
32
30
--
.85
--
--
5.0
8.5
64.00
450.10
449.13
92.4
0.0105
42
0.013
103.4
10.7
8.6
456.00
5.90
32
North SWM Facilit
28
--
--
--
--
--
--
140,26**
437.90
430.47
262.0
0.0284
42
0.015
147.2
15.3
17.1
464.50
26.60
North SWM Facility
28
27
--
--
--
--
--
--
140.26**
430.27
427.09
140.6
0.0226
42
0.013
151.7
15.8
8.9
1
459.38
29.11
28
27
26
--
--
--
--
--
--
140.26**
426.89
426.38
19.4
0.0263
42
0.013
163.6
17.0
1.1
I Outfalls to Exist. 42"
459.68
32.69
27
EX6
28
--
--
--
3.07
5.90
6.4
19.58
446.55
446.39
31.9
0.0050
30
0.013
29.1
5.9
5.4
1
459.47
12.92
EX6
35
34
-
--
5.10
6.8
6.1
31.18
454.06
453.60
91.1
0.0050
36
0.013
47.5
6.7
13.6
1
468.00
13.94
35
34
33
--
-
--
5.10
7.0
6.1
30.87
453.40
452.73
135.0
0.0050
36
0.013
47.1
6.7
20.3
465.11
11.71
34
33
26
--
--
--
5.10
7.4
6.0
30.42
452.53
452.11
84.4
0.0050
36
0.013
47.2
6.7
12.6
462.36
9.83
33
26
Exist. 42"
--
--
--
--
--
--
190.26
425.11
418.60
281.0
0.0232
42
0.013
153.5
16.0
17.6
460.16
35.05
26
Exist. 42"
Exist. 48"
--
--
190.26
418.50
417.40
46.6
0.0236
48
0.013
1 221.2 1
17.6
2.6
434.42
15.92
Exist, 42"
**Note: Flows used for Pipe Design were Obtained from the hydrologic analysis performed for North SWM and South SWM Facilities
The Pipes from Structure #7 to the South SWM Facilityare sized to accommodate the additional runoff from the 100 r storm not captured in the storm sewer system above the facility,
1 REVISED BMP CALCS FOR INTERIM NORTH SWM FACILITY JDB
REVISED PIPE CALCS PER NEW LOCATION OF SOUTH SWM FACILITY
2 REVISED STORM SEWER COMPUTATIONS PER REVISED JDB
SOUTH SWM FACILITY ROUTING
NO. I SHEET REVISION I BY
3118111
DATE I NO.
SHEET REVISION
�1111111111111111111=1
jelopmemt (For Developme
C I f .._ ._(..._.I (pre)
0,23 62.69 114.77
6.051 6.81 1 57.39
I(pre) I(post)
or <= 20% _ m�M
RR %RR Area Type
52 68 Development Area
4 l
°,
50.57 : 88/o Drinking Water Watersheds I
existing Impervious
cover11 >
__re),_..i__�(Pre1
mmL(Post) ,_.
0,231
62.69
114.77
-... _. _...................................
6.81
.... ..
57 39
_0.05
0.06 j
9.18
�85.68
Drinking Water
Other Rural Lar
rev. 30 May 2002 JMK
The Stormwater Marra 5ement41-
StormFilter"
STOOM o4�,"`-,,,®,.� THISPRODUCTA1AYBEPROTEOTMBYONEORIlOREOFTHEFOLLOWUH3
�--' au ,._ U.S. PATENTS: 4?.2ZM, 5.524,S76; 5.707,G27; 6,9E5,i57; 6,021,639; 8,649,01e;
RELATED FORMON PATENTS, OR OTHER PATENTS FENDING.
A A
LSTORf,1FILTEF! - . IN J
PLAN VIEW
ELEVATION VIEW
SECTION A -A
FLOAT IN DOWN POSITION
I
, -_.__l ». _�._.,�_
_....
___I_»._
_�._._._
.. ....
.� __. �_
................__........__._...
I STORM 11 SEWER DESIGN
_ _.___,._»»...__ ____.._..�
ry_COMPUTATIONS
I._........._................_ ...............
1.
_.__
...........
.___
_..._............._......_.._..,�.............._...._........._............,.........._......._.
_,_____L__._-
I j
_.__ }
i
_
WWA PROJECT NUMBER 208026.01
____,____._-__--f�-__._»._ ___-__.,_»»»,,,-,.,»,__.
COUNTY IALBEMARLE DISTRICT
DESCRIPTIONALBEMARLE PLACE TOWN CENTE R
1 m_____F SHEET 1
II JACK JOUETT
1OF 1
_ :.:.__._._ ._,
FROM
POIhUT
.._
TO
POINT
AREA
_ .....
DRAIN
A'
RUN- _
. ....:...
OFF
COEF
__„_ . , _,_._....
CA
I
INLET
TIME
(TO
RAIN
,,:_
FALL
- (110) -
RUNOFF
,.:..-
Q
» -
INVERT
_--,.»,:. ,. - . _..,. ,
ELEVATIONS
», , __._-,_ . ,--.-_...
.--. _. _.._.__
LENGTH
____.,.._. _..._,-.-._,.._..,»
_._ .:...»,
SLOPE
-__»
.,,.., _
DIA
_.,_..»_,.,._».._.
.. ,..,,.:_: ,
MANNINGs
-,-._---,_.__,.._-,..._,._--._--.-_
n
CAPA-
....! , .:_
CITY
(FULL)
_ ...._ .
VEL
_ L.__
(FULL)
FLOW
....,...:
TIME
._-. _____ _
REMARKS
„«�.,..,
TOP INLET
ELEVATIONS
,,,.,,�, ,,...
INLET DEPTH
(H1
,.-,,... »,...I...
INL ET No,
T_,__._._______
-------I- - ---
I
,
_-
ACRES
C
INCRE-
_...._ ____
MENT
ACCUM-
._.,.__._ ._
ULATED
MIN
,__.___,_____.___Y_.._._,__.,,,.._
IN/HR
CFS
UPPER
END
LOWER
_,_,._-,__.-
END
FT
_,.-,,,,.,-________,_.__.
FT/FT
IN
_____,«._--.
__-_,_..__.._.,-_
CFS
.__,»__-,_-_._
FPS
_-__-.-_.-- ,
SEC
-_____.-,-_--
FT
____.._.___ __.
FT
_ __, ____._
---
South Conve ance Pi a sized for 100 ear storm
South Conveyance Pipe (sized for 100 year storm)
EX2
27.2
8.65
0.55
4.76
4.76
10.00
1 7.0
33.4
1 508.35
496.29
89.41
1 0.1349
24
0.013
83.3
26.5
1 3.4
521.73
13.38
EX2
27.2
27.1
1.27
0.85
1.08
5.84
10.06
7.0
40.8
496.09
489.47
159.77
0.0414
24
0.013
46.2
14.7
10.9
Future Development Flow
511.26
15.16
27 .2
27..1
27
-
1
-
5.84
10.24
7.0
40.6
489.27
487.00
41.12
0.0552
24
0.013
53.3
17.0
2.4
501.95
12.68
27.1
27r
26
2.47
0.85
2.10
7.94
10.28
6.9
55.1
486.80
486.10
138.77
0.0050
42
01013
71.6
7A
18.6
Future Development Flow
Y 499.73
12.93
27
26
25
-
-
7.94
1 10.59
6.9
1 54.5
485.90
485,54
71.07
0.0061
42
0.013
71.8
7.51
9.5
49r 6.88
10.98
261",
25
24
0.78
0.85
0.66
8.60
10.75
6.8
58.7
485.34
485.06
55.80
0.0050
42
0.013
71,5
7.4
7.5
Future Development Flow
495.63
10.29
25
24
23
_ _
-
8.60
10.87
6.8
58.4
484.86
484.03
165.86
0.0060
42
0.013
71.4
7.4
22.4
496.56
11.70
24>
23
22
2.91
I 0.75
2.18
10.78
11.24
6.7
72.3
483.83
480,20
240.15
0.0151
42
0.013
124.0
12.9
18.6
Future Development Flow
. 499.08
15.25
23
22
43
7.75
0.85
6.59
17.37
11.56
6.6
115.3
480.00
479.71
21.50
0.0135
48
0.013
167.3
13.3
1.6
Future Development Flow
489.42
9.42
22
43
42
0.35
0.85
0.30
1 17.67
11.58
1 6.6
117.2
479.51
477.80
126.30
0.0135
48
0.013
167.6
13.3
1 9.5
489.83
10.32
_ 43
42
41
-
-
17.67
11.74
6.6
116.6
477.60
476.02
117.60
0.0134
48
0.013
166.9
13.3
8.9
488.02
10.42
42
411
40
7.65
0.85
6.50
24.17
11.89
6.6
158.8
475.82
474,46
100.70
1 0.0135
48
0.013
167.4
13.3
7.6
486.33
10.61
41
40
39
OA5
0.85
0.38
24.55
12.01
6.5
160.6
474.26
470.96
244.00
0.0135
48
0.013
167.5
13.3
18.3
484.47
10.21
40
39
38
F
24.55
12.32
6.5
159.0
470.76
467.29
257.30
0.0135
48
0.013
167.3
13.3
19.3
479.71
8.95
39
38
37
^
,
I
24.55
12.64
6.4
157.4
467.09
465.14
144.50
0.0135
48
0.013
167.3
13.3
10.9
479.35
12.26
38
37/
36
24.55
12.82
6.4
156.6
464.94
451.65
277.20
0.0479
48
0,013 1
315.4
25.1
11.0
i 475.02
10.08
37
36)
SWM
24.65
1 13.01
6.3
1 155.7
447.94
447.68
12.80
0.0203
48
0.013 1
205.3
16.3
0.8
1
468.60
20.66
36
I
_......_._................_..................._...I--._............__,..............-..............................._._..,....._............................_....................._.._...............................................__..........._..._._.__...._.._._......._._.
..
....... ..... _...... ............
...__...... .,....... .......... ...._ ..__..._.......... _................
..-... ........._....... .... ....,......
.............. ..._...... ... .... .... .
..... ... ..... ............... _..............
39)
45
24.55
1 12.32
1 6.5
1 159.0
1 470.76
1 463.25
1 299.00
1 0.0251
48
0.013 1
228.3 1
18.2
16.5
1
475.02
4.26 1
39
45
1 44
1
1
1
24.55
12.59
6.4
157.7
463.05
1 458.00
1 388.90
0.0130
48
0.013 1
164.1 1
13.11
29.8
1
468.60
1 5.55 1
45
Pe-1
NO PROJECTION OF PIPE ABOVE GROUND LINE
TOP OF FILL.?TOP
OF FILL
TOP OF FILL
�LINE
7 GROUND LINE H
7 GROUND LINEN
GROUND H
rrrrriiT rirr
/r/r rrr 1
l ... r/r/r /rii
rrr /"/r
/ / EARTH
rROCK
%r OR0+12"
D.1211 LDING
D.12„ . EARTH
d
d
d
D/2 y ' 4"
D/2
D/2
1-
BEDDING
n
l
n I� MATERIAL
MIN. 1/10 D I
�I X �D X MATERIAL
_
MIN. if10 D I
Ili' PER X �D�-i X
MIN, 1/19 R T I I
�/h
1' OF H MATERIAL
X f'^ D -I X i
MAX.2
FOUNDATION SOFT, YIELDING, OR
NORMAL EARTH FOUNDATION
MAx.2a ROCK FOUNDATION
I OTHERWISE UNSUITABLE MATERIAL
PIPE PROJECTION ABOVE GROUND LINE
I W.MIN. 1.5 x D �,I E MIN. 1- 5 x DD - I
MIN. 1.5 x D MIN. 1.5 x D
L,� MIN. 1.5 x 00 `., I ���MIN. 1.5 x �
-
I TOP OF
f i TOP OF FILL
FILL
I
TOP OF FIILL �k
T
H -
rrrrri (rrr/ rir/ rrrrii -
/rrrrr
H
H
^ rr r�iirrr rrrrr r rrr
//rrrirrrrrrr /(.(rrrrr/rrr -
/rrirrrrr//
/ /.,r - =
/r /i rr
/'/,/ rrr
//
rrr rrr r/(rrr
/iirrrr/rrr
D .12" (rrrrr/r/ r/rrrrrrrr
D+12" / GROUND
/
D+12' _ (rrrrr
/ r/ ,+ GROUND
/r/rrriri r/r/(rrr/ ::GROUND
/(rrr/r d LINE
= D/2r -
_
_ d rrrrr/
� '/ r/Jrrr LINE
d - LINE
D/2
D/2-
(>'" EARTH
UNY ELDING
b i
MIN. 1/10 X jE-D -�N X BEDDING
MATERIAL
-
MIN. 1/10 D ` �i I SOIL
I
z I n k F.f""E-
1 MIN./10 D BEDDING
MMM'EEE"' BEADING
V2" PER MATERIAL
MATERIPJ_ EARTH.
NORMAL EARTH FOUNDATION
r OF H
MIN. B". ROCK FOUNDATION
FOUNDATION SOFT, YIELDING, OR
MAX. 24"
OTHERWISE UNSUITABLE MATERIAL.
®BEDDING MATERIAL IN ACCORDANCE WITH NOTES:
SECTION 302 OF THE ROAD AND BRIDGE
SPECIFICATIONS. FOR PLASTIC PIPE, THE LIMITS OF THE CLASS I BACKFILL MATERIAL SHALL BE
CLASS I BACKFILL MATERIAL IN ACCORDANCE EXTENDED TO 12" ABOVE THE TOP OF THE PIPE.
WITH SECTION 302 OF THE ROAD AND BRIDGE
SPECIFICATIONS, FOR GENERAL NOTES ON PIPE BEDDING, SEE INSTALLATION OF PIPE CULVERTS
/��/ REGULAR BACKFILL MATERIAL IN ACCORDANCE AND STORM SEWERS GENERAL NOTES ON SHEET 107,00.
M WITH OF THE ROAD AND BRIDGE CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR CRUSHER RUN
® EMBANKMENT AGGREGATE SIZE 25 AND 26 MAY BE USED IN PLACE OF CLASS T BACKFILL.
SHEET IOF 4
INSTALLATION OF PIPE CULVERTS AND STORM SEWERS
UERE R1EFEr�NCE
CIRCULAR PIPE BEDDING AND BACKFILL - METHOD 11NI
302
REY B/D7
303
VIRGINIA DEPARTMENT OF TRANSPORTATION 107.01
Lic. No. 04226771� -
��� ,5--no 4 1 �W ,
�/.`sIONAL E��
ENGINEERS
SURVEYORS
PLANNERS
.ASSOCIATES
PO Box 4119 304M Avemore Square Pl.
Lynchburg, VA24502 CErazlonesville, VA22911
Phone: 434.316,6080 Phone: 434.994.2700
www.wwassoci;ate,s.net
FILTER
CLOTH
SECTION A -A
FLOAT IN UP POSITION
all I
1914 MIMI �F,a
SC)
OOTH INTERIOR
RRUGATED HDPE
�FORATED PIPE BY ADS,
;. OR APPROVED EQUAL.
VDOT #5
COARSE
AGGREGATE
DESIGNED BY. PROJECT.
JALBEMARLE PLACE
DRAWN BY: STORMWATER MANAGEMENT PLAN
TLB ALBEMARLE COUNTY, VI RGI NIA
TITLE:
DjHR BY: DETAILS & STORM SEWER CALCULATIONS
DMJ
WWA NUMBER: FILE NAME: SCALE: DATE:
20�026.04 802604C C28.dwg H: N/A 03130110
V. N/A
SET REV. NO.
2
DRAWING NUMBER:
C--28
SHEET NUMBER:
31 of 35
N0.
SIL T FENCE DR OP INLE T
PROTECTION
2 X 4" WOOD FRAME
STAKE
ELEVATION OF STAKE AND
FABRIC ORIENTATION
SPECIFIC APPLICATION
DROP INLET
4ME
III\
1' MIN,
DETAIL A
THIS METHOD OF' INLET PROTECTION IS APPLICABLE WHERE THE
INLET DRAINS A RELATIVELY FLAT AREA (SLOPE NO GREATER
THAN 5%) WHERE THE INLET SHEET OR OVERLAND FLOWS (NOT
EXCEEDING 1 C.F.S.) ARE TYPICAL. THE METHOD SHALL NOT
APPLY TO INLETS RECEIVING CONCENTRATED FLOWS, SUCH AS
IN STREET OR HIGHWAY MEDIANS.
SOURCE: N.C. Erosion and Sediment Control Planning and Design Manual, 1988
DETAIL 1
o�E�
� �- B
��aflDDoa (
OOQ�nn�_�D S MIN.
A o QC) A
x
S o�D 3 W
MIN. 3S
n o
oo� DD S MIN.
B
�J
�Po L -.2-F
GE(
FAL... _
SECTION A —A
TEMPORARY & PERMANENT SEEDING SCHEDULE 3.32-D
LAWN TYPE
SEEDING RATE PER ACRE
HIGH MAINTENANCE
KENTUCKY 31 OR
LAWN (WITHIN
TURF —TYPE TALL FESCUE 200-250 LBS
LOT AREA)
GENERAL SLOPES
KENTUCKY 31 FESCUE 128 LBS
3:1 OR LESS
RED TOP GRASS 2 LBS
SEASONAL NURSE CROP 20 LBS
LOW MAINTENANCE
USE GROUND COVER PLANTINGS
SLOPES 2:1 OR STEEPER
AND/OR VINES IN ACCORDANCE WITH
TABLE 3.37-C OF THE VESCH.
SEEDING DATE
SEASONAL NURSE CROP
FEB. 16 THRU APRIL
ANNUAL RYE
MAY 1 THRU AUG 15
FOXTAIL MILLET
AUG 16 THRU OCT
j ANNUAL RYE
NOV THRU FEB 15
WINTER RYE
NOTES
1. ALL PERMANENT SEEDING
SHALL BE
FERTILIZED,
LIMED AND
MULCHED AT THE
FOLLOWING RATES: FERTILIZER 10-20-10
AT A
RATE OF 1,000 POUNDS
PER ACRE;
LIME OF AGRICULTURAL
GRADE LIMESONE
AT A RATE OF 2 TONS PER ACRE; AND STRAW
MULCH AT A RATE OF 1-1/2
TONS
PER ACRE
DURING THE
SPRING AND FALL
AND 2 TONS PER ACRE IN THE WINTER
AND
SUMMER.
2. SLOPES LABELED AS 2:1
WITH VDOT
ST'D EC-2
LINING MAY
HAVE AN ANNUAL
RYE HYDROSEED W/ TACKIFIER PLANTED
ON
THE SLOPES AT PERMANENT SEEDING
RATES IN
LIEU OF USING
THE EC-2 LINER
TO ALLOW FOR EROSION PROTECTION
PRIOR
TO GROUND COVER PLANTING.
OUTLET PROTECTION DESIGN
(PER VESCH STD. 3.18) -
Outlet
Hydraulics
Apron
U
N
c
O
W
L
U
°
CL
O
CL
co
to
a�
L
a
O
�a�i
>
O
ro
o
N
CL
IO
2
p
O
m
+-7
C
.`
a)
E
N
E
O
Z
v
C
5
remarks
Interim SWM Facility
4
158.0
13.10
34.0
12.0
24.0
Gass Al
PLATE '3.07-1
DETAIL 2
I I
L
i r�uiviv µII
I' SECTION A —A
3S
A
SPECIFICATION
REFERENCE CULVERT OUTLET PROTECTION
204
245 VIRGINIA DEPARTMENT OF TRANSPORTATION
4104
SHEET REVISION
BY I DATE I NO.
SECTION A— A
SHEET REVISION
IN.
x
MIN. 3S
IN.
MIN. 3S
S MIN. W X S MIN. —
oo� T x 00
DID X
GEOTEEXTILE
FABRIIC
EROSION AND SEDIMENT CONTROL LEGEND
3.05 SILT FENCE SF X— X— X 3.32 PERMANENT SEEDINGDRAIN
PS Ps
3.07 NLETMPROT PROTECTION I P
3.18 OUTLET PROTECTION OP
3.31 TEMPORARY SEEDING TS --��--
EC-1
OUTLET PROTECTION MINIMUM LENGTH (L)
TYPE A INSTALLATION
3H
TYPE B INSTALLATION
5H
SECTION B—B
1
NOTES:
1. FOR MULTIPLE LINE INSTALLATIONS DIMENSION S IS TO GOVERN THE PROTECTION
OUTSIDE THE CHANNEL WIDTH (W).
2. ON ANY INSTALLATION REQUIRING CULVERT OUTLET PROTECTION WHERE NO ENDWALL
OR ENDSECTION IS SPECIFIED ON PLANS, CONSTRUCTION IS TO BE IN ACCORDANCE WITH
DETAIL 2 SHOWN ABOVE.
3, GEOTEXTILE FABRIC TO BE INSTALLED UNDER CLASS 2, 3, AND 4MATERIALS IN
ACCORDANCE WITH THE SPECIFICATIONS.
4. S = DIAMETER OF CIRCULAR CULVERT OR SPAN FOR BOX, ELLIPTICAL OR ARCH CULVERT.
H = DIAMETER OF CIRCULAR CULVERT OR RISE/HEIGHT FOR BOX, ELLIPTICAL OR ARCH
CULVERT.
5. PLAN AND SECTION DETAILS DEPICT CLASS 2, 3, AND 4 MATERIALS. FOR CLASS 1
INSTALLATION DETAILS SEE EC-3 TYPE B STANDARD DRAWING.
REUSE TYPICAL SECTION SHOWN ON PLANS OR FOR SIDESLOPE, BOTTOM WIDTH AND DEPTH
OF CHANNEL, MATCH EXISTING DITCH OR NATURAL GROUND.
TYPE OF OUTLET PROTECTION MATERIAL
MAX OUTLET VELOCITY
(FOR DESIGN STORM)
MINIMUM "T"
CLASS 1
EC-3 TYPE B
6 fps
NA
CLASS 2
CLASS AI DRY RIPRAP
8 fps
20"
CLASS 3
CLASS I DRY RIPRAP
14 fps
26"
CLASS 4
CLASS II DRY RIPRAP
19 fps
38"
SH OF Il
;.d Lic. No. 04226"� a
��S.IDNAL E��ti
114.01
E35 MULCHING MU 1nu
3.39 DUST CONTROL pC oc
CONSTRUCTION OF A SILT FENCES F
(WITHOUT WIDE' SUPPORT)
1. SET THE STAKES. 2. EXCAVATE A 4"X 4" TRENCH
UPSLOPE ALONG THE LINE OF
STAKES.
6'MAX.
3=-
r1� ' III
FLOW r -
3. STAPLE FILTER ,MATERIAL
TO STAKES AND EXTEND
IT INTO THE `TRENCH.
4"
4. BACKFILL AND COMPACT
THE EXCAVATED SOIL.
SHEET FLOW INSTALLATION
(PERSPECTIVE VIEW)
POINTS A SHOULD BE HIGHER THAN POINT B.
DRAINAGEWAY INSTALLATION
(FRONT ELEVATION)
SOURCE: Adapted from Installation of Straw and Fabric Filter Barriers for Sediment Control,VA. DSWC PLATE. 3.05-2
Sherwood and Wyant
ENGINEERS
SURVEYORS
PLANNERS
.ASSOCIATES
PO Box 4119 3040 Avemore Square PI.
L}mchburg,VA24502 Charlouesville,VA22911
Phone:434.316,6080 Phone: 434.994.2700
www.wwassociabes.net
DESIGNED BY. PROJECT:
JDe ALBEMARLE PLACE
DRAWN BY. STORMWATER MANAGEMENT PLAN
JDe ALBEMARLE COUNTY, VIRGINIA
TITLE:
DIHR BY. DETAILS
DMJ
WWA NUMBER: FILE NAME: SCALE: DATE:
208026.04 802604C_C29.dwg . N/A N/A V03130110
:
SET REV. NO.
2
DRAWING NUMBER:
C-29
SHEET NUMBER:
32 of 35
A
►4
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Tuesday, May 17 2011, 3:55 PM
Hyd, No. 25
fi
East Contributory Drainage Area
Hydrograph type = SCS Runoff
Peak discharge
= 75.65 cis
Storm frequency = 2 yrs
Time interval
= 1 min
Drainage area = 26.000 ac
Curve number
= 79.2
Basin Slope = 0.0 %
Hydraulic length
= 0 it
Tc method = USER
Time of conc. (Tc)
= 8.00 min
Total precip. = 3.70 in
Distribution
= Type It
Storm duration = 24 hrs
Shape factor
= 484
Hydrograph Volume = 1159,882 cult
East Contributory Drainage Area
y Q (cfs)
Hyd. No. 25 2 Yr
Q (cfs)
80.00
!
80.00
i
t<
60.00
1
i
60.00
50.00
.......
.. ... _....
..........
... _..... _:..:.
50.00
40.00
40.00
v
30.00
30.00
V
20.00
.. ...
. _ .......
-
20.00
_.
..............
i
10.00
_......;........_._..... _......_
......._...._..........................__............_._..._......_..._
_... _..._......._........................._..._
..._.._...._..........__...._....._........_..._..........._..__._.......;...._._._.._._......._
,
i
10.00
i
I
0.00 ..
,
_... ., ..
.......
.. __....... ........
r..._.
_._..
... ..
.. ......_
. ___.
0.00
........
0 2 5 7
9 12 14 16 19 21
23 26
----- Hyd No. 25
Tirme (hrs)
a
3
U
rn
U
Ul
O
O
N
O
/
3
i
c
of
a)
Q
0
ti
0
0
a
N
0
'
U
Q
4
u
2
A
0
0
N
/
`�
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 25
East Contributory Drainage Area
Hydrograph type
= SOS Runoff
Storm frequency
q Y
= 10 yrs
Drainage area
= 26.000 ac
Basin Slope
= 0.0 %
To method
= USER
Total r i .
t c
a e
p P
= in
5. 0
6
Storm duration
= 24 hrs
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Hyd. No. 26
East Contributory DA + Site Discharge
Hydrograph type = Combine
Storm frequency = 2 yrs
Inflow hyds. = 22, 25
Tuesday, May 17 2011, 3:55 PM
Peak discharge = 268.89 cis
Time interval = 1 min
Hydrograph Volume = 1,658,949 cuff
East Contributory DA + Site Discharge
2-YEAR STORM ROUTED & COMBINED FLOWS
Hydrograph Plot
Tuesday, May 17 2011.3:55 PM Hydratlow Hydrograph$ by Intelisclve
,
Hyd. No. 26
- - East Contributory DA + Site Discharge
Peak discharge
Ie o cone
= 143.78 cfs
Hydrograph type = Combine
Time interval
= 1 in m
Storm frequency = 10 yrs
Curve number
,I
= 79.2
Inflow hyds. = 22, 25
Hydraulic length
= 0 it
T' f T
. ( 1,)8m ) =..00 i mn
Distribution = Type II
Shape factor = 484
Hydrograph Volume =307,727 cult
NEW SHEET I JDB 1 5120111
Tuesday, May 17 2011, 3:55 PM
Peak discharge = 465.31 cis
Time interval = 1 min
Hydrograph Volume = 2,902,420 cull
East Contributory DA + Site Discharge
10-YEAR STORM ROUTED & COMBINED FLOWS
NO. I SHEET REVISION 1 BY 1 DATE ' NO. I SHEET REVISION I BY I DATE
Hydrograph Plot
Hydraflow Hydrographs by Intellsolve
Tuesday, May 17 2011. 3:65 PM
Hyd. No. 27
East Basin Routing
Hydrograph type
= Reservoir
Peak discharge = 171.09 cis
Storm frequency
= 2 yrs
Time interval = 1 min
Inflow hyd. No.
= 26
Max. Elevation = 415.63 ft
Reservoir name
= East Basin
Max, Storage = 168,654 cult
Storase Indication method used.
Hydrograph Volume=1,658,945 cult
Hydrograph Plot
Hydraflow Hydrographs py intelisolvo
Hyci. N;.;.;` 27
East Basin Routing
Hydrograph type
= Reservoir
Storm frequency
= 10 yrs
Inflow hyd. No.
= 26
Reservoir name
= East Basin
ora a 'ni n:w:i:ud 8t used g Indicatf. .
TH DF
f
U,
J HN DA Q
,d Lic. No. 042
East Basin Rnutinn
Tuesday, May 17 2011, $:55 PM
Peak discharge
= 266.72 cfs
Time interval
= 1 min
Max. Elevation
= 421.19 it
Max. Storage
= 433,302 cult
Hydrograph Volume = 2,902,416 cuff
Pond Report
Hydraflow Hydrographs by Intelisolve
Tuesday, May 17 2011, 3:55 PM
Pond No. 3 - East Basin
Pond Data
Pond storage is based on known contour areas. Average end area method used.
Stage! Storage Table
Stage (it) Elevation (it)
Contour area (sq8)
inter. Storage (cult)
Total storage (cult)
0100 403.30
00
0
0
0.70 404.00
78
27
27
2.70 406.00
1.710
1.788
1,815
4.70 408.00
6,321
8.031
9,846
6.70 410.00
14,915
21,236
317002
8.70 412.00
21,123
36,038
67,120
10.70 414.00
28,279
49,402
116,522
12.70 416.00
35,775
64,054
180,576
14.70 418.00
44,385
80,160
260:736
16.70 420.00
55,961
100,346
361,082
18.70 422.00
65,610
121,571
482,653
20.70 424.00
75,263
140,873
623,526
22.70 426.00
84,836
160,099
783,625
24.70 428.00
94,357
179,193
962,818
26,70 430.00
104,140
198,497
1,161,315
Culvert! Orifice Structures
Welr Structures
[A]
(B]
]C]
[D]
(A]
tB]
[C]
tD;l
Rise (in)
= 40.00
40.00
0.00
0.00
Crest Len (it)
- 24,00
0.00
0.00
0.00
Span (in)
= 48.00
40.10
0.00
0.00
Crest El. (it)
= 415.79
0.00
0.00
0.00
flo. lla.rrels
= 1
1
0
0
weir CoeB.
_ 4.33
0.00
0.00
0.00
Invert El. (It)
= 403.30
403.30
0.00
0.00
Welr Type
= Riser
--
Lengrh (it)
= 168.50
0.00
0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 1.60
0.00
0.00
0.00
6-Value
- .013
.013
.000
.000
Orlf. Coeff.
= 0.72
0.92
0.00
0.00
A!uhl-stage
- nla
Yes
No
No
Exflltratlon = 0.000
Whir (Contour) Tailwater Elev. - 0.00 it
Not,;: Cutv,K' i6w WtfAwS haw boa: onalyaod wdor inlot and a,tlut control. Wulr dbor chG4.d for wifico conditions
tlage (it)
Stage ! Discharge
stage (it)
-
-...
-......
l - 28.00
24.001_
..
:..
....................:
:.. ;:.:. ..............
..
24.00
20.00
!
;_.
20.00
.........
..,.. ......
......
... _..... .. . ........ .....
...........
10.00
!
18.00
......... __
�.
. .. _...... _......
.[... .....
..._. _._._..._..._............-.
_. ......
.._........_-.... .._ _........... ... ..... .._...._
...........
12.00.........._....
... _......._�_....
r#
-............._.........._....._..........__......._._._._..._....__.._._-
I
! I._.
. ...._...__._......._......_._.........
......... _._...._......._....-....................._._._..... r.
... .
8,0,0
...... ... ..........
:. ... ............... ......
........ ..
.... ...
..... . .. .. .....
..... ... ........ _..i. _.. ........
8.0 0
_
----_........
r
_1
......_........_.._............_.....4.00
.._..... .............
.......
} I.
. i_.
4.00
0.00
....._:..._....._:.
........_.
..
...... _......... --------....
......................._................__.
......._..........__-:.__......._.......... ...... _......
..............................................
.
0.00
0.00
30.00 60.00
90.00 120.00 150.00 180.00 210.00 240.00 270.00 300.00
330.00 360.00
Discharge (cls)
-
Total Q
EAST BASIN SW M FACILITY REPORT
.
DESIGNED De
PROJECT:
A LBEMARLE PLACE_
SET REV. N0.
W�
2
Azz=
ENGNNEERS
STORMWATER MANAGEMENT PLAN
SURVEYORS
lff
DRAWN BY.
JDB
ALBEMARLE COUNTY, VIRGINIA
DRAWING NUMBER:
TITLE.
HYDROGRAPHS
PLANNERS
C - 2 9 C
oIHR BY.
ASSOCIATES
DMJ
SHEET NUMBER:
PO Box4119 3040AvermoresquamPl.
Lynchburg, VA24502 Charlottesville, VA22911
WWA NUMBER:
FiLE NAME:
SCALE:
DATE:
Phone: 434.316.6080 Phone: 434,984.2700
www.wwassoclates.oc,t
208026.04
802604C_C29C.dwg
H: N A
V. NIA
03130110
35 of 35