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STORMWATER MANAGEMENT PLAN
AMENDMENT NO. 4
ALBEMARLE COUNTY VIRGINIA
,
2010
(:= INDICATES AMENDMENT No. 4 REVISED SHEETS
SHEET
N0.
DRAWING NO.
TITLE
1
OF
37
C -1
COVER SHEET
2
OF
37
C -2
GENERAL NOTES, ABBREVIATIONS & LEGEND
3
OF
37
C -3
EARTHWORK SPECIFICATIONS
4
OF
37
C -4
EXISTING CONDITIONS
5
OF
37
C -5
OVERALL SWM & SHEET LAYOUT PLAN
6
OF
37
C -6
SOUTH SWM'fFACILITY
� oy oP;y
37
C -7
PERMANENT NORTH SWM FACILITY
C7AOF
OF
37
C -7A
PERMANENT NORTH SWM FACILITY AND CALCULATIONS
8
OF
37
C -8
INTERIM NORTH SWM FACILITY
9
OF
37
C -9
SOUTH SWM FACILITY PROFILES
10
OF
37
C -10
PERMANEi41 NORTH SWM FACILITY PROFILES
10A
OF 37
C -10A
PERMANENT NORTH SWM FACILITY PROFILES
11
OF
37
C -11
SWM FACILITIES & INTERIM NORTH SWM FACILITY CROSS— SECTIONS
12
OF
37
C-1 1A
PERMANENT NORTH SWM FACILITY AND INTERIM NORTH SWM FACILITY PROFILES
13
OF
37
C -12
PRE — DEVELOPMENT DRAINAGE AREA MAP
14
OF
37
C -13
POST — DEVELOPMENT DRAINAGE AREA MAP
15
OF
37
C -14
INTERIM NORTH SWM FACILITY DRAINAGE AREA MAP
16
OF
37
C -14A
PRE — DEVELOPMENT CN CALCULATIONS
17
OF
37
C -14B
POST — DEVELOPMENT CN CALCULATIONS
18
OF
37
C -15
PRE — DEVELOPMENT HYDROGRAPHS SOUTH SWM FACILITY
19
OF
37
C -16
POST— DEVELOPMENT HYDROGRAPHS SOUTH SWM FACILITY
20
OF
37
C -17
PRE — DEVELOPMENT HYDROGRAPHS PERMANENT NORTH SWM FACILITY
21
OF
37
C -18
POST — DEVELOPMENT HYDROGRAPHS PERMANENT NORTH SWM FACILITY
22
OF
37
C -19
POST — DEVELOPMENT HYDROGRAPHS PERMANENT NORTH SWM FACILITY
23
OF
37
C -20
PRE — DEVELOPMENT HYDROGRAPHS INTERIM NORTH SWM FACILITY
24
OF
37
C -21
POST — DEVELOPMENT HYDROGRAPHS INTERIM NORTH SWM FACILITY
25
OF
37
C -22
SOUTH SWM FACILITY ROUTINGS
26
OF
37
C -23
PERMANENT NORTH SWM FACILITY ROUTINGS
27
OF
37
C -24
INTERIM NORTH SWM FACILITY ROUTINGS
28
OF
37
C -25
SWM NARRATIVE & NOTES
29
OF
37
C -26
DETAILS
30
OF
37
C -27
DETAILS
31
OF
37
C -28
DETAILS & STORM SEWER CALCULATIONS
32
OF
37
C -29
DETAILS
33
OF
37
C -29A
MINIMUM STANDARD -19
34
OF
37
C -29B
EAST CONTRIBUTORY DRAINAGE AREA
35
OF
37
C -29C
HYDROGRAPHS
1 REVISED PER COUNTY & CITY COMMENTS, RELOCATED INTERIM JDB
SWM FACILITY AND SOUTH SWM FACILITY
2 ADDED SHEETS C -29A, C -29B AND C -29C JDB
3 REVISED SOUTH SWM FACILITY LAYOUT PER SHOP DRAWINGS FROM JDB
ONTECH, REVISED STORM PROFILES TO SOUTH SWM FACILITY PER
STONEFIELD TOWNCENTER FINAL SITE PLAN; REVISED PROFILE TO
INTERIM NORTH SWM FACILITY TO INCLUDE STR 38.1
NO. SHEET REVISION BY
MARCH 30
(WPO# 2010-00023)
.N
4
NEW OUTFALL ORIENTATION FOR 72" DIVERSION; REVISED NOTES
JDB
918111
BETHESDA, MD 20814
5
0
JDB
11122111
5120111
�a
REVISED LOCATION OF NORTH SWM FACILITY
JDB
�o
8191'11
7
RE— SUBMITTAL TO COUNTY
JDB
9120113
EMAIL:
8
RE— SUBMITTAL TO COUNTY
FASHION
SQUARE
10110113
9
MALL
JDB
4116114
W HI 0OD
RD
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NO.
SHEET REVISION
BY
DATE
G�
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SITE
0
SEMINOLE
SQUARE'
SHOPPING ,
CENTER
r
�y
29 f 250
US B PASS
62q
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0
3118111
4
NEW OUTFALL ORIENTATION FOR 72" DIVERSION; REVISED NOTES
JDB
918111
BETHESDA, MD 20814
5
REVISED PER DCR'S COMMENTS
JDB
11122111
5120111
6
REVISED LOCATION OF NORTH SWM FACILITY
JDB
7124113
8191'11
7
RE— SUBMITTAL TO COUNTY
JDB
9120113
EMAIL:
8
RE— SUBMITTAL TO COUNTY
JDB
10110113
9
REVISED INFLOW AND DISCHARGE PIPING FOR NORTH SWM FACILITY
JDB
4116114
DATE
NO.
SHEET REVISION
BY
DATE
VICINITY MAP
SCALE: 1" =2000'
PA OF
E
ic. o. 12 57
0 ����1��1�ti��
SITE DATA
DEVELOPER/APPLICANT:
ENGINEER:
ALBEMARLE PLACE EAAP, LLC
7200
WISCONSIN AVENUE
SUITE
400
BETHESDA, MD 20814
(301)
652 -7400
ATTN:
STEVE TEETS, L.S.
EMAIL:
STEETS®EDENS.COM
WW ASSOCIATES, INC
3040
AVEMORE SQUARE PLACE
CHARLOTTESVILLE, VA 22911
(434)
984 -2700
ATTN:
HERB F. WHITE, P.E.
EMAIL:
HWHITE ®WWASSOCIATES.NET
APPIOW
by MoAtbemerte County
Community Development Department
Date
File
FILE COP" '
This copy of the approved plan is
reserved for the official files of
Albemarle County. Please do not
remove this plan from the file.
SOURCE OF TITLE:
THE PROPERTY AS SHOWN ON THIS PLAN IS THE PROPERTY CONVEYED UNTO ALBEMARLE PLACE EAAP, LLC, BY
THAT CERTAIN DEED DULY RECORDED IN THE CLERK'S OFFICE OF THE CIRCUIT COURT OF THE COUNTY OF
ALBEMARLE, VIRGINIA IN D.B. 3483, PG. 698, AND IS INDICATED AS TAX MAP PARCELS(S) TMP 61W-3-19A, 19B,
23, and 24. TOGETHER WITH THE PROPERTY CONVEYED UNTO ALBEMARLE PLACE EAAP, LLC, BY THAT CERTAIN
DEED DULY RECORDED IN THE CLERK'S OFFICE OF THE CIRCUIT COURT OF THE COUNTY OF ALBEMARLE, VIRGINIA
IN D.B. 3810, PG. 060, AND IS INDICATED AS TAX MAP PARCEL TMP 61W-3-25.
SOURCE OF BOUNDARY SURVEY: KIRK HUGHES & ASSOCIATES
DATED: APRIL 10, 2008
REVISED: APRIL 29, 2008
SOURCE OF TOPOGRAPHY: KIRK HUGHES & ASSOCIATES
DATED: APRIL 10, 2008
REVISED: APRIL 29, 2008
1 & BY AERIAL SURVEY, 'AIR SURVEY, CORP,
STERLING, VIRGINIA JANUARY 28, 1996
COUNTY, STATE: ALBEMARLE COUNTY, VA
MAGISTERIAL DISTRICT: JACK JOUETT
WATERSHED: MEADOW CREEK
OVERLAY DISTRICT: ENTRANCE CORRIDOR
TAX MAP /PARCEL: TM 61W, PARCEL 3 -19A, TM 61W, PARCEL 3 -19B, TM 61W,
PARCEL 3 -23, TM 61W, PARCEL 3 -24, & TM 61W, PARCEL 3 -25
ZONING: NMD (NEIGHBORHOOD MODEL DISTRICT): TM 61W, PARCELS 3 -119A,
3 -19B, 3 -23, & 3 -24.
C -1 (COMMERCIAL): TM 61W, PARCEL 3 -25.
INOTES:
'THE PURPOSE OF THIS AMENDMENT IS TO REVISE THE LOCATION OF THE INFLOW AND DISCHARGE PIPING FOR THE
INORTH UGD SYSTEM TO ACCOMMODATE PLANS FOR FUTURE DEVELOPMENT IN BLOCK G.
THE STORMWATER ROUTINGS FOR THE APPROVED PERMANENT NORTH UGD SYSTEM ARE NOT AFFECTED BY THIS
AMENDMENT.
THE DOWNSTREAM MS -19 CALCULATIONS ARE NOT AFFECTED BY THIS AMENDMENT.
THE STORMWATER MANAGEMENT FACILITIES SHOWN ON THIS PLAN DO NOT PROVIDE THE COMPLETE WATER QUALITY
REQUIREMENTS FOR ALBEMARLE PLACE. FUTURE SITE PLANS WILL REQUIRE ADDITIONAL BMP'S TO MEET THE
MINIMUM STORMWATER MANAGEMENT REQUIREMENTS.
THIS PLAN ASSUMES ALL GRADING ASSOCIATED WITH ALBEMARLE PLACE TOWN
CENTER EROSION AND SEDIMENT
CONTROL PLAN
AMENDMENT
NO. 3 (WPO 2009 - 00074) HAS BEEN COMPLETED AND IS REPRESENTED AS EXISTING
CONDITIONS ON
THIS PLAN.
COORDINATE PLANS WITH ADJACENT ALBEMARLE PLACE EAAP, LLC PROJECTS:
1. ALBEMARLE
PLACE TOWN
CENTER /EROSION AND SEDIMENT CONTROL PLAN
(WP02009- 00074), LATEST REVISION
2. ALBEMARLE
PLACE /ROAD
IMPROVEMENT PLAN RT29 AND HYDRAULIC ROAD
(WP02008- 00068), LATEST REVISION
3. ALBEMARLE
PLACE TOWN
CENTER /ACSA OFF —SITE SANITARY SEWER PLAN
oESIGNE SET REV. N0.
JDe. PROJECT. ALBEMARLE PLACE
ENco1NEERS DRAWN BY: STORMWATER MANAGEMENT PLAN 9
SURVEYORS Ta ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER:
PLANNERS
ASSOCIATES
PO Box 4119 30.10 Avemore Square PI
Lynchburg, VA 24502 Cbuloncsville, VA 22911
Phone 433 316 6080 Phone 434 984 2700
�w♦ w wwassoclates net
DIHR BY:
HFW
WWA NUMBER:
208026.04
TITLE:
COVER SHEET
FILE NAME: SCALE: DATE:
304209C— CO 1.dwg H: AS SHOWN 03130110
V. N/A
C -1
SHEET NUMBER:
1 of 37
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1 REVISED PER COUNTY & CITY COMMENTS JDB 3118111 OF, 00� DESIGNED
JDB PROJECT: ALBEMARLE PLACE SET REV. N0.
6 REVISED LOCATION OF NORTH SWM FACILITY JDB 7124113 �� IF THIS DRAWING IS A REDUCTION 9
7 RE- SUBMITTAL TO COUNTY JDB 9120113 GRAPHIC SCALE MUST BE USED ENGINEERS DRAWN BY: STORMWATER MANAGEMENT PLAN
9 REVISED INFLOW AND DISCHARGE PIPING FOR NORTH SWM FACILITY JDB 4116114 ER SCALE: 1 " = 50' SURVEYORS TLB ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER:
PLANNERS TITLE:
C. .12 5 DIHR BY: PERMANENT NORTH SWM FACILITY C-7
�/ /_ w A SSOCIATES HFw
o `7 �� !� �v SHEET NUMBER: PO Boc 4119 50' 0 50' Lyn hbburr8,VA24502 '°bu<ir°� °k,VAnaz9P` WWA NUMBER: FILE NAME: SCALE: DATE:
I ONA'L E 14 Phone 134 316 6080 w Phone 4349842700 20802 6.04 304209C_C07. dwg V. 1 " =50' 03/30/ 10 7 O f 3 �
NO. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE ���� �N� " "` ° ",ti�ssocwtesnet V. N/A
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STORM SEWER DESIGN WWA PROJECT NUMBER 213042.09
COMPUTATIONS COUNTY ALBEMARLE DISTRICT
DESCRIPTION STONEFIELD - SWM AMENDMENT
SHEET 1 OF 1
FROM
POINT
TO
POINT
AREA
DRAIN
"A"
RUN-
OFF
COEF
CA
INLET
TIME
(TC)
RAIN
FALL
(f,a)
RUNOFF
O
INVERT
ELEVATIONS
LENGTH
SLOPE
DIA
MANNING's
n
CAPA-
CITY
(FULL)
VEL
(FULL)
FLOW
TIME
REMARKS
TOPINLET
ELEVATIONS
INLET DEPTH
(H)
INLET No
ACRES
C
INCRE-
MENT
ACCUM-
ULATED
MIN
IN /HR
CFS
UPPER
END
LOWER
END
FT
FT /FT
IN
CFS
FPS
SEC
FT
FT
1
2
3
4
5
6
7
8
9
10
11
12
13
14
15
16
17
18
19
20
21
22
184
178
286
40 1
114
1.14 1
162
4.4
5.0
460 35
45989
91,2
0 005
18
0.010
97
55
16.6
46336
301
184
178
163
071
40
028
1 43 1
165
44
62
45969
45958
21,4
0 005
18
0 010
98
5G
39
1
46317
3,18
178
O
(
'W
W
M
cc
O
LL
164
163
1 03
40
0.41
0.41 1
16.2
44
1.8
459.79
45958
42,8
0 005
15
0 010
59
4 8
69
\
46456
477
164
REMARKS
�,
-
Q
r
163
162
-
�
1.84
163
44
80
45938
45915
46,6
0 005
30
0 010
376
7.7
61
46436
498
163
162
161
y
1.84
16.4
4.4
80
45895
45850
89,4
0 005
30
0 010
379
17
11 6
46557
662
162
161
160.1
W
1 84
166
4.3
80
45830
45782
93,6
0 005
30
0 010
383
78
120
46750
920
161
1601
160
4+
1.84
168
43
7.9
45762
45720
80,4
0 005
30
0 010
386
79
102
46877
11 15
1601
160
159
1 84
170
43
7.9
457.00
456 25
148 1
0 005
30
0 010
380
78
19 1
O
E
471.22
11122
160
159
158
.:
1 84
173
4.3
78
45605
45586
33,2
0 006
30
0 010
40 4
82
4.0
47238
1633
159
158
North UGD
1 84
174
42
78
45566
454.27
77,9
0 018
42
0 012
1460
15.2
51
47201
1635
158
North UGD
165
-
-
-
1403
44771
447.54
55
0.031
42
0 012
1921
20,0
03
1 Oyr Rtd Flow from UGD
471.26
2355
North UGD
165
166
1403
44734
44542
79,9
0 024
42
0 013
1564
16.3
49
1 Oyr Rtd Flow from UGD
471 26
2392
165
166
1671
e Sag Inlet
Grate
164
DI -7
1403
44522
441.30
1634
0.024
42
0.013
1562
162
10 1
1 Oyr Rtd Flow from UGD
471 74
2652
166
1671
167
1403
44110
43718
163.4
0 024
42
0 013
1562
162
10 1
1 Oyr Rtd Flow from UGD
46906
2796
1671
167
168
140.3
43698
43369
96,7
0 034
42
0.013
1861
19.3
50
1 Oyr Rtd Flow from UGD
46600
29.02
167
Grate Sag Inlet
178
DI -7
0.71
0.40
0.28
4.00
1.14
1.14
0.02
168
169
1622
43349
43001
98.4
0.035
42
0.013
189.7
19.7
50
46467
31.18
168
169
EX26
1934
42981
42873
26,0
0 042
42
0 013
2056
214
1.2
1.34
46433
3452
169
5.38
0.02
25.50
North UGD
171
6 ogged)
3.0
447.71
44768
45
0 007
1 15
0 012
57
47
10
471 41
2310
North UGD
171
172
30
44748
44698
100.4
0 005
15
0.013
46
37
270
471 41
2393
171
172
173
21.34
21,34
0.33
30
44678
44548
2606
0 005
15
0 013
46
37
699
471 98
2520
172
174
167
10.80
1.80
Clogged)
30
442.16
44193
46,2
0 005
15
0 013
4.6
37
12.4
46780
2564
174
Grate
e Sag Inlet
183
DI -7
183
182
1.39
51
071
071
1 50
67
47
46053
460.28
46,7
0005
18
0 010
100
57
82
46669
616
183
182
North UGD
1334
.40
5.34
25.4
35
212
45701
45671
19,8
0 015
24
0 012
302
96
21
46700
9.99
182
177
176
-
-
r6O
-
312
45432
45330
203.3
0 005
36
0 010
61.6
87
233
46831
1399
177
176
169
-
312
45310
45278
628
0 005
36
0 010
621
88
72
46573
12 63
176
EX153
North UGD
191 8
45736
45607
850
0,015
48
0 010
2307
184
46
47690
19.54
EX153
EX136
181
62
45423
44756
1546
0,043
18
0 010
284
161
96
46067
644
EX136
181
180
219
44736
44716
386
0 005
30
0 010
385
7.8
4 9
46289
15 53
181
180
168
-
219
44696
44680
298
0 005
30
0 010
392
80
37
46504
1808
180
EX151
North UGD
323
95
307
307
50
67
219
458,10
457.44
25.2
0,026
24
0 012
39.8
12.7
20
47704
18 94
EX151
EX153
EX 6 2
-
-
-
-
-
-
46009
459.50
284
0.021
36
0 010
1253
177
16
High Flow Bypass
47690
1681
EX153
Project: Stonfield SWM Amendment
WWA Project Number: 213042.09
By: JDB
Date: Rev. 4/3/14
Stormwater Inlet Computations
ENGINLLRI
AN NEksR
PLANNERS
S
r1S
ASSUC "Itli'L5
NOTE:
• STORM SEWER CALCULATIONS SHOWN ARE FOR NEW PIPE LOCATIONS REPRESENTED ON THIS AMENDMENT AND
REPLACE, CALCULATIONS FOR PERMANENT NORTH SWM FACILITY FROM PREVIOUSLY APPROVED PLANS.
• THE STORM WATER ROUTINGS FROM THE APPROVED SWM PLANS HAVE NOT BEEN AFFECTED BY THIS AMENDMENT.
\
TOP OBENCHMARK -
F HYDRANT
FLANGE BOLT
`_ CLOSEST TO I I \ tt \
clu - - -- I __ --- / -- LL 1L- -\L -L E` .'. - - -.: STREET
_F LOT E2
-- - -_-J - -
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- I HE HA E N AT STO NEEIELC , LLC
_
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DB 41j5 PC 215 (PLAT)
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LAND �
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V / DB 4135 PC 219
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LINE De 41s5 PC 249 -
DL? 41,35 PC 215 PLAT C DRAINACL EASEMENT CHANTED TO °
1 ALBEMARLE PLACE, JV, l_LC
/10 +36 t EX PARCEL 2 KEY MAP
i - - 0 +89 �' \ DE3 3336 PG 216
EX 20' WIDE SANITARY / - - 6 2 TN1P 6 1 W -J- ? 98 \ G �))) 40
SEWER EASEMENT_ 5 l / ll E <� 10 +00 ALBEMARLE PLACE °
- DB IB-10 PC;/0I �_�\ l ill � �// \ ` 1 J3 � *D MOLISH* EAAP, LLC i
-- DB 1864 PC,S 1 PLAT � c
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EXIS TING /�/ / \ - - TONED NMU U
f�� - - - -- BUILDING
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CONC _-INV 4/1 3/ ., 1
10 +00
1
} � DROP 1NLEr
�- ����IC MATCHLINE SHEET NUMBER orl7 , � � / ' � � \ 1 00 -,, �- ^ �E;� = 4009 -\ /\ _ _ _- � r '
\�_') TOP 4 /l I
- _ INV IN =474 95 EXISFINC
-_- -�- °i INV OUT =4-72 15 BUILDING
-\ EX E' 10 +29 E �- 4 j�� �_ -
�_ _ l -� ' ' coNC U.S. RTE. 29
- / = RAMP
� I I 1
1 REVISED PER COUNTY & CITY COMMENTS JDB 3118111 oP�r, �� DESIGNEDJDBBY: PROJECT: ALBEMARLE PLACE SET REV. N0.
6 REVISED LOCATION OF NORTH SWM FACILITY JDB 7124113 IF THIS DRAWING IS A REDUCTION 8
7 RE- SUBMITTAL TO COUNTY JDB 9120113 � GRAPHIC SCALE MUST BE USED '�"�'� ENGINEERS DRAWN BY: STORMWATER MANAGEMENT PLAN
SURVEYORS ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER:
/
9 REVISED CALCS PER NEW INLET AND PIPE LOCATIONS JDB 4116114 v SCALE: 1 " = 50' � E:
RB PLANNERS
c. o. 12 s7 � 01HR BY: rLe TITL PERMANENT NORTH SWM FACILITY C -7A
�1 _� _l w ASSOCIATES HFw
o� -G SHEET NUMBER:
PO Box 4119 3010 Avemore Square PI SCALE. DATE.
50 0 50 Lynchburg, VA 2 4502 CLazI °urs�-,uk,vazzvtt WWA NUMBER: FILE NAME: �/
"�� 1�NAL �v� Phone �43�43166080 Phone 4349842700 ^080 ^ ^•O� 304209C_CO7A.tlwg V. NIA 5D 03/30/1 o
L LO "_ ' 7A of 37
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NO. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE rrr 11�
CURB INLETS ON GRADE
CURB SAG INLETS ONLY
INLET
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Grate
164
DI -7
1.03
0.51
0.53
4.00
2,10
2.10
0.02
16.00
0.32
Clogged)
Grate Sag Inlet
178
DI -7
0.71
0.40
0.28
4.00
1.14
1.14
0.02
12.00
0.24
(50 °/a Clogged)
e Sag Inlet
Grate
184
DI -7
2.86
0.47
1.34
4.00
5.38
5.38
0.02
25.50
0.51
6 ogged)
e Sag Inlet
Grate
182
DI -7
13.34
0.40
5,34
4.00
21.34
21,34
0.33
10.80
1.80
Clogged)
Grate
e Sag Inlet
183
DI -7
1.39
0.51
0.71
4.00
2.84
2.84
0.33
2.88
0.48
Clogged)
NOTE:
• STORM SEWER CALCULATIONS SHOWN ARE FOR NEW PIPE LOCATIONS REPRESENTED ON THIS AMENDMENT AND
REPLACE, CALCULATIONS FOR PERMANENT NORTH SWM FACILITY FROM PREVIOUSLY APPROVED PLANS.
• THE STORM WATER ROUTINGS FROM THE APPROVED SWM PLANS HAVE NOT BEEN AFFECTED BY THIS AMENDMENT.
\
TOP OBENCHMARK -
F HYDRANT
FLANGE BOLT
`_ CLOSEST TO I I \ tt \
clu - - -- I __ --- / -- LL 1L- -\L -L E` .'. - - -.: STREET
_F LOT E2
-- - -_-J - -
-- - -- - - - -- _ _ - - -1 - -- l f I TMP 6 1 W-3- 19E2
- I HE HA E N AT STO NEEIELC , LLC
_
- - -�� - OB 4140 PC 640 ;` - r•' I , I _ _ `
DB 41j5 PC 215 (PLAT)
C t ZONED NMD < ;gal I,: ✓ 1 I� / I -
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V / DB 4135 PC 219
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- - - _ _ -- W - - �+ - -r �� b - - -- w_ _ tiQ ° r � ��� % \` i l Hl -FLOW BYPASS EX 60' INCRESS/ECRESS ESML -� \ ) J
LINE De 41s5 PC 249 -
DL? 41,35 PC 215 PLAT C DRAINACL EASEMENT CHANTED TO °
1 ALBEMARLE PLACE, JV, l_LC
/10 +36 t EX PARCEL 2 KEY MAP
i - - 0 +89 �' \ DE3 3336 PG 216
EX 20' WIDE SANITARY / - - 6 2 TN1P 6 1 W -J- ? 98 \ G �))) 40
SEWER EASEMENT_ 5 l / ll E <� 10 +00 ALBEMARLE PLACE °
- DB IB-10 PC;/0I �_�\ l ill � �// \ ` 1 J3 � *D MOLISH* EAAP, LLC i
-- DB 1864 PC,S 1 PLAT � c
/ / DG 41 53 PC 2IJ \
_ co OB 4135 PC 213 LA
- - \c - \ -- I�
EXIS TING /�/ / \ - - TONED NMU U
f�� - - - -- BUILDING
CAFE - U / / I \ / 1 � c - -
CONC _-INV 4/1 3/ ., 1
10 +00
1
} � DROP 1NLEr
�- ����IC MATCHLINE SHEET NUMBER orl7 , � � / ' � � \ 1 00 -,, �- ^ �E;� = 4009 -\ /\ _ _ _- � r '
\�_') TOP 4 /l I
- _ INV IN =474 95 EXISFINC
-_- -�- °i INV OUT =4-72 15 BUILDING
-\ EX E' 10 +29 E �- 4 j�� �_ -
�_ _ l -� ' ' coNC U.S. RTE. 29
- / = RAMP
� I I 1
1 REVISED PER COUNTY & CITY COMMENTS JDB 3118111 oP�r, �� DESIGNEDJDBBY: PROJECT: ALBEMARLE PLACE SET REV. N0.
6 REVISED LOCATION OF NORTH SWM FACILITY JDB 7124113 IF THIS DRAWING IS A REDUCTION 8
7 RE- SUBMITTAL TO COUNTY JDB 9120113 � GRAPHIC SCALE MUST BE USED '�"�'� ENGINEERS DRAWN BY: STORMWATER MANAGEMENT PLAN
SURVEYORS ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER:
/
9 REVISED CALCS PER NEW INLET AND PIPE LOCATIONS JDB 4116114 v SCALE: 1 " = 50' � E:
RB PLANNERS
c. o. 12 s7 � 01HR BY: rLe TITL PERMANENT NORTH SWM FACILITY C -7A
�1 _� _l w ASSOCIATES HFw
o� -G SHEET NUMBER:
PO Box 4119 3010 Avemore Square PI SCALE. DATE.
50 0 50 Lynchburg, VA 2 4502 CLazI °urs�-,uk,vazzvtt WWA NUMBER: FILE NAME: �/
"�� 1�NAL �v� Phone �43�43166080 Phone 4349842700 ^080 ^ ^•O� 304209C_CO7A.tlwg V. NIA 5D 03/30/1 o
L LO "_ ' 7A of 37
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PROFILE VIEW: NEW STRM UGD- 164
495
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PROFILE VIEW: NEW STRM UGD- 167
NOTE:
1. TOP OF MANHOLE ELEVATIONS SUBJECT TO
CHANGE PER FINAL GRADING.
2. A 3' MINIMUM COVERAGE IS REQUIRED OVER
THE TOP OF ALL PIPES WHEN FINAL GRADING
IS COMPLETED UNLESS SHOWN OTHERWISE.
3. STANDARD STEPS (ST-1) ARE REQUIRED FOR
STRUCTURES WITH A DEPTH GREATER THAN
4'.
4. SAFETY SLABS (SL -1) ARE REQUIRED FOR
MANHOLES WITH DEPTHS GREATER THAN 12'.
5. INLET SHAPING (IS-1) IS REQUIRED FOR
FLOW DROPS GREATER THAN 4'.
6. ALL MH-1 STRUCTURES ARE 4' INSIDE
DIAMETER (I.D.) UNLESS OTHERWISE NOTED.
7. ALL STORM WATER INFRASTRUCTURE
ASSOCIATED WITH THIS PLAN IS PRIVATELY
OWNED AND MAINTAINED AND ARE PROVIDED
WITH PUBLIC UTILITY EASEMENTS.
8. PROVIDE TEMPORARY BYPASS PIPING AND
PUMPING AS REQUIRED TO PROVIDE FILL
SECTION FROM MH 177-169.
,w v op rrvo
1 ADJUSTED TOP ELEVATIONS PER NEW GRADING JDB 31181,11 " 'TH 00 DESIGNED BY: PROJECT. SET REV. NO.
6 REVISED LOCATION OF NORTH SWM FACILITY JDB 7124113 IF THIS DRAWING IS A REDUCTION JDB ALBEMARLE PLACE 9
GRAPHIC SCALE MUST BE USED ENGINEERS DRAWN BY. STORMWATER MANAGEMENT PLAN
7 RE-SUBMITTAL TO COUNTY JDB 9120113 VERT: 1"= 10' SURVEYORS TLB ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER:
9 REVISED PROFILES PER NEW PIPE LOCATIONS JDB 4116114 RB R 1 10, 0 10, PLANNERS TITLE:
DIHR BY. ACILITY PROFILES C10
AsSOCIATES HFW PERMANEMT NORTH SWM F
—
0 — PO Box 4119 3040 Aveniore Square PI SHEET NUMBER:
Lytwhburg, VA 24502 Chmlmt�svilk, VA 22911 WWA NUMBER: FILE NAME: SCALE: DATE:
50' 0 50' Phone 434 316 6080 Phone 434 984 2700 H: 1 "--- 5 0' 10 of 37
000
Ss -10NAL HORZ: 1" = 50' %�w wwdssucldles net 208026.04 304209C-ClO.dwg V. 1'�__ 10, 03130110
BY DATE NO. SHEET REVISION BY DATE 0
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PROFILE VIEW: NEW STRM UGD-EXI 53
495
ADJUSTED TOP ELEVATIONS PER NEW GRADING
JDB
.7
6
REVISED LOCATION OF NORTH SWM FACILITY
EX--
184,]
7
495
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9120113
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PROFILE VIEW: NEW STRM UGD-EXI 53
495
ADJUSTED TOP ELEVATIONS PER NEW GRADING
JDB
.7
6
REVISED LOCATION OF NORTH SWM FACILITY
A
184,]
7
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10+00 10+50 11+00
PROFILE VIEW: NEW STRM 163-184
9+50 10+00 10+50 11+00
PROFILE VIEW: NEW STRM UGD-183
1
ADJUSTED TOP ELEVATIONS PER NEW GRADING
JDB
3118111
6
REVISED LOCATION OF NORTH SWM FACILITY
JDB
7124113
7
RE-SUBMITTAL TO COUNTY
JDB
9120113
495
495
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9+50 10+00 10+50 11+00
PROFILE VIEW: NEW STRM UGD-183
1
ADJUSTED TOP ELEVATIONS PER NEW GRADING
JDB
3118111
6
REVISED LOCATION OF NORTH SWM FACILITY
JDB
7124113
7
RE-SUBMITTAL TO COUNTY
JDB
9120113
981
SHEET REVISION
BY I DATE
0
SHEET REVISION
10 I=l
� W4 AL
IF THIS DRAWING IS A REDUCTION
GRAPHIC SCALE MUST BE USED
VERT: 1"= 10'
10' 0 10'
6mm'Wmm r=
mor-ml
50' 0 50'
HORZ: 1" = 50'
a m
1w
IF ln� ENGINEERS
SURVEYORS
En PLANNERS
ASSOCIATES
PO Box 4119 3040 Avemore Square Pi
Lynchburg, VA 24502 Charlottesville, VA 22911
Phone 434 316 6080 Phone 434 984 2700
%sNNW net
9+50 10+00 10+50
PROFILE VIEW: NEW STRM EX6.2-EX153
ilmm
1. TOP OF MANHOLE ELEVATIONS SUBJECT TO
CHANGE PER FINAL GRADING.
2. A 3' MINIMUM COVERAGE IS REQUIRED OVER
THE TOP OF ALL PIPES WHEN FINAL GRADING
IS COMPLETED UNLESS SHOWN OTHERWISE.
3. STANDARD STEPS (ST-11) ARE REQUIRED FOR
STRUCTURES WITH A DEPTH GREATER THAN
40.
4. SAFETY SLABS (SL-1) ARE REQUIRED FOR
MANHOLES WITH DEPTHS GREATER THAN 12'.
5. INLET SHAPING (IS-1) IS REQUIRED FOR
FLOW DROPS GREATER THAN 4'.
6. ALL MH-1 STRUCTURES ARE 4' INSIDE
DIAMETER (I.D.) UNLESS OTHERWISE NOTED.
7. ALL STORM WATER INFRASTRUCTURE
ASSOCIATED WITH THIS PLAN IS PRIVATELY
OWNED AND MAINTAINED AND ARE PROVIDED
WITH PUBLIC UTILITY EASEMENTS.
DESIGNED BY: PROJECT.
JDB ALBEMARLE PLACE
DRAWN BY: STORMWATER MANAGEMENT PLAN
TLB ALBEMARLE COUNTY, VIRGINIA
TITLE:
DIHR BY. PERMANEMT NORTH SWM FACILITY PROFILES
HFW
WWA NUMBER: FILE NAME: SCALE: DATE:
208026.04 304209C-ClOA.dwg H: 1 `=50' 03130110
1 V. 1'�_ 10
SET REV. NO.
8
DRAWING NUMBER:
C -1 OA
SHEET NUMBER:
1 OA of 37
EX
-.2
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20
9+50 10+00 10+50
PROFILE VIEW: NEW STRM EX6.2-EX153
ilmm
1. TOP OF MANHOLE ELEVATIONS SUBJECT TO
CHANGE PER FINAL GRADING.
2. A 3' MINIMUM COVERAGE IS REQUIRED OVER
THE TOP OF ALL PIPES WHEN FINAL GRADING
IS COMPLETED UNLESS SHOWN OTHERWISE.
3. STANDARD STEPS (ST-11) ARE REQUIRED FOR
STRUCTURES WITH A DEPTH GREATER THAN
40.
4. SAFETY SLABS (SL-1) ARE REQUIRED FOR
MANHOLES WITH DEPTHS GREATER THAN 12'.
5. INLET SHAPING (IS-1) IS REQUIRED FOR
FLOW DROPS GREATER THAN 4'.
6. ALL MH-1 STRUCTURES ARE 4' INSIDE
DIAMETER (I.D.) UNLESS OTHERWISE NOTED.
7. ALL STORM WATER INFRASTRUCTURE
ASSOCIATED WITH THIS PLAN IS PRIVATELY
OWNED AND MAINTAINED AND ARE PROVIDED
WITH PUBLIC UTILITY EASEMENTS.
DESIGNED BY: PROJECT.
JDB ALBEMARLE PLACE
DRAWN BY: STORMWATER MANAGEMENT PLAN
TLB ALBEMARLE COUNTY, VIRGINIA
TITLE:
DIHR BY. PERMANEMT NORTH SWM FACILITY PROFILES
HFW
WWA NUMBER: FILE NAME: SCALE: DATE:
208026.04 304209C-ClOA.dwg H: 1 `=50' 03130110
1 V. 1'�_ 10
SET REV. NO.
8
DRAWING NUMBER:
C -1 OA
SHEET NUMBER:
1 OA of 37
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9
Hydrograph Plot
Hydraflow Hydrographs by hdelisolve
Thursday, Jan 14 2010, 8 20 AM
Hyd. No. 1
Hyd. No. 5
Commonwealth Routing
Q (cfs) Q (cfs)
North Pre - developed (subareas 16 -20)
Rte 29 Pre North (subarea
15)
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
= 00%
Hydraulic length
= 0 ft
To method
= USER
Time of cone (To)
= 23 10 min
Total precip.
= 3.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrogiaph Volume = 238,737 cult
Hydrograph Plot
Hydrallow Hydrographs by Intehsolve
Thursday, Jan 14'2010, 8 20 AM
Hyd. No. 3
Hyd. No. 5
Commonwealth Routing
Q (cfs) Q (cfs)
Ex 30in Pipe pre (subareas 8 -11)
Rte 29 Pre North (subarea
15)
Hydrograph type
= SCS Runoff
Peak discharge
= 44.69 cts
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 20 170 ac
Curve number
= 889
Basin Slope
= 00%
Hydraulic length
= Oft
To method
= USER
Time of cone. (To)
=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 Intehsolve
Thursday, Jan 14 2010, 8 20 AM
Hyd. No. 4
Hyd. No. 5
Commonwealth Routing
Q (cfs) Q (cfs)
Ex Ditch pre (subareas 12 -14)
Rte 29 Pre North (subarea
15)
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
= 00%
Hydraulic length
= Oft
To method
= USER
Time of cone. (To)
= 26.90 min
Total precip.
= 3.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 110,394 cult
Hydrograph Plot
Hydraflow Hydrographs by Intehsolve
Thursday,
Jan 14 2010, 8 20 AM
Hyd. No. 5
Commonwealth Routing
Q (cfs) Q (cfs)
Hydrograph type = Reservoir
Rte 29 Pre North (subarea
15)
Time interval = 1 min
Inflow hyd No. = 2
Hydrograph type
= SCS Runoff
Peak discharge
= 5.77 cis
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 1 060 ac
Curve number
= 98
Basin Slope
= 00%
Hydraulic length
= 0 ft
To method
= USER
Time of cone. (To)
= 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
Ex 30tn
Q (cfs) Q (cfs)
Commonwealth Routing
Q (cfs) Q (cfs)
Hydrograph type = Reservoir
Peak discharge = 95.65 cfs
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyd No. = 2
Max Elevation = 483.13 it
Reservoir name = Commonwealth Facility
Max Storage = 30,758 tuft
Storage Incitation method used
Hydiograph Volume = 402,020 tuft
Hydrograph Plot
Hydraflow Hydrographs by Intehsolve Thursday, Jan 14 2010, 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
I
North
Q (cfs)
Pre -
developed (subareas 17 -20)
Hyd No 1 -- 2 Yr
Ex 30tn
Q (cfs) Q (cfs)
Pipe pre (subareas 8 -11)
Hyd No 3 -- 2 Yr
Q (cfs) Q (cfs)
Ex Ditch
pre (subareas 12 -14)
Flyd No 4 -- 2 Yr
Rte 29 Pre North
Q (cfs) Q (cfs) Hyd No
(subarea 15)
5 -- 2 Yr Q (cfs) Q (cfs)
Commonwealth
Routing *North Predeveloped
Hyd No 6 -- 2 Yr Q (cfs) Q (cfs)
Hyd No
Release Rate
7 -- 2 Yr
= USER
Q (cfs)
7000 - - - - - - -- - -- -
- -- -;
- -- - - -- - - -
70 00 5000 -- - --- -- - - -- - -
- - - - - - - --
5000 3000 - -
-- - - -
- - } - - -- - -- - - -- -
k
3000 600 - - -- - - } - ( - -
- - -- - -f - -- 600 140.00 - - -
- -
- - - - --- - -- - -- - - - -- 14000 24000 - - -- - -- - -- -
-- - -
-- - - - - -- - - - -
- - -- - - - -- -- -
240 00
= Type II
Storm duration
i
60 00
= 484
2500
j
}
2500 500
I
I 120 00
10000 5000 : -- 1 -
21000
12000
5000
12000 18000
-
21000
60 00
8000
8000 4000
-- - -
4000
4000
-
4000
-- -
6000
12000
-
6000 3000 -
3000
r-
-
200
40 00 - -I
2,00 - - - -i
40 00 20 00 T
- — - -
18000 - -- -- - — --
- - - -- ----
-
18000
--
- -- - -- -
5000
I
--- -' - - --
I
5000
2000 1000 - -- ---i
i -
1000
- - --
000 -
10000
000 000 - -`
10000 i
- 000
0 00 0 00
20 23 25
- 000
7 9 12
14 16 19
21
2000
13 15 18 20 23 25
0 2 5
2000 400 I
400
--- Hyd No 1
;
(hrs) ______ Hyd
No 6 --
Time
(hrs) --- Hyd No 3
Time
(hrs)
(hrs)
Hyd No
150 00 I
- -- - —
15000
3000
4000 i
3000
;
I
8000
— 8000
4000 - --
-
-- -- —
1500 —
1500 300 , I
I 300
I
12000
-
12000
-
3000
I
I
30 00
20 00
20 00
1
6000 -
- - 6000
90 00 - - - -- -
- - --
; -
-- -- - - - - - -
9000
-
1000
1000 200 {
f 200
I;
20 00
(
20,00
j
ao 00
I ao 00 i
f
60 0o
{
60 00
1000
l000
I
,
i
10 00
;
10 00
500
i
500 1 00
r
1 00
20 00
- 20 00 30 00
3000
000 _ __ _ _
0 3 5
__ -
8 10
13 15 18 20 23 25
000 a 00
0 3 5 8 10
13 15 18 20 23 25
0 00 0 00
0 3
5 8 10
13 15 18 20 23 25
000 000 -
00 20 40 60 80 100
w 0 00 000 ---
120 140 160 180 200 0 3
5 8 10
0 00 0 00
13 15 18 20 23 25 0 3 5 8 10
I
13 15 18
000
20 23 25
--- Hyd No 1
Time
(hrs)
— Hyd No 3
Time
(h(s)
— Hyd No 4
Time
(hrs)
---- -- Hyd No 5
Time (hrs)
— Hyd No 6
-- Hyd No
Time (hrs)
2 — Hyd No. 7 -- Hyd No.
1
— Hyd No 3
Time
— Hyd No. 4
(hrs)
--- Hyd No
5
- - Hyd No 6
Hydrograph Plot
Hydraflow Hydrographs by Intehsolve
Hyd. No. 1
Curve number
North Pre - developed
(subareas 16-20)
Hydrograph type
= SCS Runoff
Storm frequency
= 10 yrs
Drainage area
= 46 770 ac
Basin Slope
= 0.0 %
To method
= USER
Total precip
= 5.60 in
Storm duration
= 24 hrs
Thursday, Jan 14 2010, 8 20 AM
Peak discharge = 143.88 cfs
Time interval
= 1 min
Curve number
= 746
Hydraulic length
= 0 It
Time of cone (To)
= 23.10 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 489,118 cult
Hydrograph Plot
Hydraflow Hydrographs by Inielisolve -
Thursday, Jan 14 2010, 8 20 AM
Hyd. No. 3
-
Commonwealth Routing
Ex 30in
Q (cfs) Q (cfs)
Ex 30in Pipe pre (subareas 8 -11)
Q (cfs)
16000
Hydrograph type
= SCS Runoff
Peak discharge
= 75.12 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 20 170 ac
Curve number
= 889
Basin Slope
= 00%
Hydraulic length
= 0 it
To method
= USER
Time of cone. (To)
= 31 10 min
Total precip
= 5 60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 319,701 cult
Q (cfs)
North Pre - developed
Hyd
(subareas 17 -20)
No 1 10 Yr
-
Commonwealth Routing
Ex 30in
Q (cfs) Q (cfs)
Pipe pre (subareas 8 -11)
Hyd No 3 -- 10 Yi
Q (cfs)
16000
I
= SCS Runoff
Peak discharge
= 45.89 cfs
16000 8000
= 10 yrs
8000
14000
Drainage area
= 10.340 ac
Curve number
= 929
I
14000 7000
(
= 0.0%
7000
12000
To method
= USER
Time of cone. (To)
= 26 90 min
12000 6000
= 5 60 in
6000
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
10000 --
12000
400
10000 5000 : -- 1 -
f
5000
12000 18000
- - --
-
-�
8000
8000 4000
-- - -
4000
-
-
-
-- -
6000
12000
-
6000 3000 -
3000
r-
-
200
40 00 - -I
2,00 - - - -i
40 00 20 00 T
- — - -
2000
-
,
-
-!
20 00 -
4000 6000 - -
I
--- -' - - --
- -
------- -- -- - - --
2000 1000 - -- ---i
i -
1000
- - --
000 -
� - -
000 000 - -`
• ��-�•��
I -
- 000
0 00 0 00
20 23 25
- 000
7 9 12
14 16 19
21
23 26
13 15 18 20 23 25
0 2 5
0 3 5 8 10
-- Hyd No 5
--- Hyd No 1
Tlme
(hrs) ______ Hyd
No 6 --
Time
(hrs) --- Hyd No 3
Time
(hrs)
PRE - DEVELOPED 2 -YEAR STORM FLOWS
Hydrograph Plot
Hydraflow Hydrographs by Intehsolve
Thursday, Jan 14 2010, 8 20 AM
Hyd. No. 4
-
Commonwealth Routing
;
Ex Ditch pre (subareas 12 -14)
15)
Storm frequency = 10 yrs
Hydrograph type
= SCS Runoff
Peak discharge
= 45.89 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 10.340 ac
Curve number
= 929
Basin Slope
= 0.0%
Hydraulic length
= 0 it
To method
= USER
Time of cone. (To)
= 26 90 min
Total precip.
= 5 60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5000
Hydrograph Volume = 180,699 tuft
Ex Ditch pre (subareas 12 -14)
Hyd No 4 -- 10 Yr
Q (cfs)
5000
4000 -T-- i 40,00
i
30 00 - - - -- - -- - -- ; -- - - -- - -- - -- - - - -- - r - -- - -- - - -- 3000
20 00 20 00
I i j
10 00 — —� - -- - - 1000
000 - —" - 000
0 2 5 7 9 12 14 16 19 21 23 26
Hyd No 4 Time (hrs)
---
Hydrograph Plot
Hydraflow Hydrographs by Intehsolve
Thursday, Jan 14 2010, 8 20 AM
Hyd. No. 5
-
Commonwealth Routing
;
Rte 29 Pre North (subarea
15)
Storm frequency = 10 yrs
Time interval = 1 min
Hydrograph type
= SCS Runoff
Peak discharge
= 8.78 cfs
Storm frequency
= 10 yis
Time Interval
= 1 min
Drainage area
= 1 060 ac
Curve number
= 98
Basin Slope
= 0.0%
Hydraulic length
= 0 ft
To method
= USER
Time of cone. (To)
= 5.00 min
Total precip.
= 5 60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10 00
Hydrograph Volume = 21,278 cult
Rte 29 Pre North (subarea 15)
Hyd No. 5 -- 10 Yr
Hydrograph Plot
Hydraflow Hydrographs by Iptelisolve
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 cult
Storage Indication method used
Q (cfs) Q (cfs)
1000 28000 280 00 42000 42000
,
24000 - 24000 36000 36000
Commonwealth Routing
Hyd No 6 --10 Yr
Hydrograph Volume = 797,699 cull
Hydrograph Plot
Hydraflow Hydrographs by Intehsolve 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
*North Predeveloped Release Rate
Hyd No 7 -- 10 Yr
Hydrograph Volume = 1,808,496 cult
8.00 -
-
- 800
;
200 00 - -
-
- -
-
- -
20000 300 00 - - -
- - - - - - - -- - -
30000
6 00 -- - - - - - - - -- - - 7-
- - --
- - --
- - -- - -- - - - - -- - --
6 00
160 00 --
- - i -
-- - -
- --
-
16000 24000 - - - -- - - - - - - -
- - - - - - - -- - - -- - - --
24000
12000
400
f
12000 18000
-
18000
400 I
8000
8000 12000
12000
-
-
200
2,00 - - - -i
- — - -
40.00 -
-
4000 6000 - -
- -
60.00
000 -
- - -•
� � •-
000 000 -
-
� - -
000 000 - -`
• ��-�•��
I -
- 000
8 10 13 15 18
20 23 25
00 20 40 60 80
100
120 140 160 18.0 200
0
3 5
0 3 5 8 10
13 15 18 20 23 25
-- Hyd No 5
Tlme
(hrs) ______ Hyd
No 6 --
Hyd No 2
Time
(hrs) Hyd No. 7 — Hyd No
1 ----- Hyd No. 3 — Hyd No 4 Time
(hrs)
Hyd No
5 Hyd No. 6
PRE - DEVELOPED 10 -YEAR STORM FLOWS
V 7V TH QF ,m DES'fCNED BY. PROJECT. SET REV. NO.
JD8 ALBEMARLE PLACE 9
== ENGINEERS DRAWN 13Y, STORMWATER MANAGEMENT PLAN
SURVEYORS TLB ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER-
- E PLANNERS TITLE:
,o ' 1c. 12257 DI "R BY PRE— DEVELOPMENT HYDROGRAPHS C-17
A SSOCIATES HFW PERMANENT NORTH SWM FACILITY
�0 7 —1 l 1�w SHEET NUMBER:
7 PO Box 4119 3040 Avemore Square Pi �
� ti Lymliburg,VA24502 Charlottesville,VA22911 WWA NUMBER: FILE NAME, SCALE: BATE:
4NA L Phone 434 316 6080 Phone 434 984 2700
NO SHEET REVISION BY DATE NO SHEET- REVISION F3Y DATE ��� 1r www.lvwassoolatesnet -- 208D�Ej',04 304209C_C17.dwg VI. N%A 03130110 20 of 37
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Hydrograph Plot
Hydraflow Hydrographs by Intehsolve
Thursday, Jan 14 2010, 8 20 AM
Hyd. No. 6
Sperry Bypass to Ex 421n (subarea 17)
Hydrograph type
Commonwealth Routing
North Post to SWM Facility (Subareas
17A, 19A, 20, 21, 22, 23, & 27)
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 Inoicahon method used Hydrograph Volume = 402,020 cult
Q (cfs)
14000 - - - - - -- - - -� - -- - - - - - - -- vv w
12000 T 12000
10000 10000
I r
I
8000 8000
I
f '
6000 6000
i
4000 4000
2000 ; - 20 00
I'
000 - _ _ _ __ ___ _ -- 000
0 3 5 8 10 13 15 18 20 23 25
-- Hyd No 6 - Hyd No 2 Time (hrs)
Commonwealth Routing
Hyd No 6 -- 2 Yr
Hydrograph Plot
Hydrograph Plot
Hydraflow Hydrographs by Intehsolve
Thursday, Jan 14 2010, 8 20 AM
Hyd. No. 9
Sperry Bypass to Ex 421n (subarea 17)
Hydrograph type
= SCS Runoff
North Post to SWM Facility (Subareas
17A, 19A, 20, 21, 22, 23, & 27)
Hydrograph type
= SCS Runoff
Peak discharge
= 139 59 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 57.500 ac
Curve number
= 933
Basin Slope
= 0.0%
Hydraulic length
= 0 It
Tc method
= USER
Time of cone (Tc)
= 33.10 min
Total precip.
= 3.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
14000 -- - - - - -- - -- - - - - -- - - - - - -- -- - 14000
12000 - - 12000
I �
10000 100 00
i
8000 - -- - -- - - -- -- - 8000
6000 6000
4000 4000
i
2000 ; 2000
000 ________ _- _ 000
0 3 5 8 10 13 15 18 20 23 25
- Hyd No 9 Time (hrs)
North Post to SWM Facility
Hyd No 9 -- 2 Yr
Hydrograph Volume = 613,738 cult
Hydraflow Hydrographs by Intelsolve
Thursday, Jan 14 2010, 8 20 AM
Hyd. No. 17
Sperry Bypass to Ex 421n (subarea 17)
Hydrograph type
= SCS Runoff
Rte 29 Post North
(subarea 15)
Drainage area
= 5.350 ac
Hydrograph type
= SCS Runoff
Peak discharge
= 18 25 cfs
Storm frequency
= 2 yrs
Time interval
= 1 Mir)
Drainage area
= 3 350 ac
Curve number
= 98
Basin Slope
= 00%
Hydraulic length
= 0 It
Tc method
= USER
Time of cone. (Tc)
= 6.00 min
Total precip.
= 3 70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs
21 00 1 21 00
I
1800 18 00
I
1500 j - - - 1500
I
I
1200 -- - - - - - 1200
900 i 9.00
600 600
, I
300 - - - ( -} 3.00
, I
000 000
00 20 40 60 80 100 120 140 160 180 200
Hyd No 17 Time (hrs)
�--- -•
Rte 29 Post North (subarea 15)
Hyd. No. 17 2 Yr
Hydrograph Volume = 43,464 cult
Hydrograph Plot
Hydrograph Plot
Hydraflow Hydrographs by Intehsolve
Hyd. No. 12
Curve number
Sperry Bypass to Ex 421n (subarea 17)
Hydrograph type
= SCS Runoff
Storm frequency
= 2 yrs
Drainage area
= 5.350 ac
Basin Slope
= 0.0%
Tie method
= USER
Total precip.
= 3.70 in
Storm duration
= 24 hrs
Thursday, Jan 14 2010, 8 20 AM
Peak discharge = 27 44 cfs
Time Interval
= 1 min
Curve number
= 94
Hydraulic length
= Oft
Time of cone. (Tc)
= 6 00 min
Distribution
= Type II
Shape factor
= 484
Hydrograph Volume = 60,699 cult
Sperry Bypass to Ex 42in (subarea 17)
Q (cfs) Hyd No 12 -- 2 Yr Q (cis)
28 00
2400
2000
1600
1200
800
400
000
--- - -- --- - - -- --
- -- ---- - -- -- - - --
-- - - - --
Hyd. No. 15
- - -- -- - - -- -- - --
601n Diversion Reach to Outfall
t
Ex 30in Pipe to Diversion (subareas 8 -11)
Hydrograph type = Reach
I
= SCS Runoff
I
= 31.57 cfs
Storm frequency
1
28 00
2400
2000
1600
1200
800
400
coo
00 20 40 60 80 10.0 120 140 160 180 200
Hyd No 12 Tune (hrs)
POST- DEVELOPED 2 -YEAR STORM FLOWS
Hydraflow Hydrographs by Intehsolve
Thursday, Jan 14 2010.8 20 AM
Hyd. No. 18
Hyd. No. 15
601n Diversion Reach to Outfall
Seminole Place Bypass (Subarea 18)
Ex 30in Pipe to Diversion (subareas 8 -11)
Hydrograph type = Reach
Hydrograph type
= SCS Runoff
Peak discharge
= 31.57 cfs
Storm frequency
= 2 yrs
Time interval
= 1 rain
Drainage area
= 7.170 ac
Curve number
= 95
Basin Slope
= 0.0%
Hydraulic length
= 0 it
Tc method
= USER
Time of cone. (Tc)
= 11 20 min
Total precip
= 3.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
3500 3500
i
3000 i - - 3000
I
2500 - - i 2500
i I
I I
2000 - - - - 2000
1500 r ! 1500
I I
1000 1000
500 - - - - - - - 500
000 - - 0 00
00 23 47 70 93 117 140 163 187 210 233
--- Hyd No 18 Time (hrs)
Seminole Place Bypass (Subarea 18)
Hyd No 18 - 2 Yr
Hydrograph Volume = 83,069 cult
Hydrograph Plot
Hydrograph Plot
Hydraflow Hydrographs by Iwelisolee
Thursday,
Jan 14 2010, 8 20 AM
Hyd. No. 15
601n Diversion Reach to Outfall
Ex Ditch to Diversion
Ex 30in Pipe to Diversion (subareas 8 -11)
Hydrograph type = Reach
Peak discharge
Hydrograph type
= SCS Runoff
Peak discharge
= 51 69 cfs
Storm frequency
= 2 yrs
Time interval
= 1 min
Drainage area
= 20.170 ac
Curve number
= 889
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc)
= 24 60 min
Total precip.
= 3.70 in
Distiibution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6000
5000
4000
Hydi ograph Volume= 185,493 cult
Ex 30in Pipe to Diversion (subareas 8 -11)
Hyd No 15 -- 2 Yr
Q (cfs)
6000
5000
4000
3000 - i 3000
r
I
I
2000 i 2000
1000 I ; 1000
I ; r
I
I '
000 - -- - - _r- 000
0 2 5 7 9 12 14 16 19 21 23 26
- Hyd No 15 Time (hrs)
Hydraflow Hydrographs by Intehsolve Thu.-day, Jan 13 2010, 8 20 AM
Hyd. No. 19
60 -Inch Diversion Pipe
Hydrograph type = Combine Peak discharge = 175.41 cfs
Storm frequency = 2 yrs Time Interval = 1 min
Inflow hyds = 6, 15, 16
Q (cfs)
18000
15000
12000
9000
6000
Hydrograph Volume = 698,104 tuft
60 -inch Diversion Pipe
Hyd, No 19 -- 2 Yr
Q (cfs)
18000
15000
120.00
9000
6000
3000 � � 3000
000 000
0 3 5 8 10 13 15 18 20 23 25
- Hyd No 19 -Hyd No 6 ---- Hyd No 15 -Hyd No 16 Time (hrs)
POST- DEVELOPED 2 -YEAR STORM FLOWS
,TH OP
r
C. Nb. 12257-
0
ss"ONAL ���
N0. SHEET REVISION BY DATE N0. SHEET REVISION BY DATE 000 11441
Hydrograph Plot
Hydrograph Plot
Hydraflow Hydrographs by Intehsolve
Thursday, Jan 14 2010, 8 20 AM
Hyd. No. 16
601n Diversion Reach to Outfall
Ex Ditch to Diversion
(subareas 12 -14)
Hydrograph type = Reach
Peak discharge
Hydrograph type
= SCS Runoff
Peak discharge
= 32.44 cfs
Storm frequency
= 2 yrs
Time Interval
= 1 min
Drainage area
= 10.340 ac
Curve number
= 92.9
Basin Slope
= 00%
Hydraulic length
= 0 ft
Tc method
= USER
Time of cone. (Tc)
= 20 50 min
Total precip.
= 3.70 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
3500 - - - -- - - - -- - - - - -- - - -- - - -- - ----- -- - -- - -- - - -- 3500
I
3000 3000
' � I
I
2500 I 2500
I '
20.00 i 2000
1500 ( i 1500
I
1000 i 1000
i
500 { 500
I '
0 00 -_ - I I -' 000
0 2 5 7 9 12 14 16 19 21 23 26
- Hyd No 16 Time (hrs)
Ex Ditch to Diversion (subareas 12 -14)
Hyd No 16 - 2 Yr
Hydrograph Volume= 110,592 tuft
Hydraflow Hydrographs by Intehsolve
Thursday, Jan 14 2010, 8 20 AM
Hyd. No. 20
601n Diversion Reach to Outfall
Hydrograph type = Reach
Peak discharge
= 172.28 cfs
Storm frequency = 2 yrs
Time interval
= 1 min
Inflow hyd No. = 19
Section type
= Circular
Reach length = 1752.0 it
Channel slope
= 15%
Manning's n = 0 013
Bottom width
= 5.0 It
Side slope = 0.0.1
Max depth
= 0.0 ft
Rating curve x = 9.906
Rating curve m
= 1.250
Ave velocity = 8.93 fUs
Routing coeff.
= 0.3210
Modified Att Kin routing method used
Q (cfs)
18000
15000
12000
Hydrograph Volume = 698,103 tuft
60in Diversion Reach to Outfall
Hyd. No. 20 -- 2 Yr
Q (cfs)
18000
15000
12000
9000 - - -- - - -- 9000
-1 - - -- -
6000 6000
3000 3000
000 - 000
0 3 5 8 10 13 15 18 20 23 25
- Hyd No 20 -- Hyd No 19 Time (hrs)
W� ENGINEERS
on SURVEYORS
PLANNERS
ASSOCIATES
PO Box 4119 3040 Avemore Square PI
Lynchburg, VA 24502 Charlottesville, VA 22911
Phone 434 316 6080 Phone 434 984 2700
wwwwwassoclates net
DE-SIGNED BY PROJECT
DDB ALBEMARLE PLACE
�rz�twnl �r. STORMWATER MANAGEMENT PLAN
Tie ALBEMARLE COUNTY, VIRGINIA
T1 TL E:
UIFIR BY- POST- DEVELOPMENT HYDROGRAPHS
HFW PERMANENT NORTH SWM FACILITY
WWA NUMBER FILE NAME: SCALE: DATE:
208026.04 304209C_C18.dwg II: N/A 03130110
V. N/A
SET REV. NO.
9
DRAWING NUMBER-
C- 18
SHEET NUMBER:
21 of 37
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Hydrograph Plot
Hydraflow Hydrographs by Intehsolve
Thursday, Jan 14 2010, 8 20 AM
Tnursday, Jan 14 2010, 8 20 AM
Hyd. No. 6
North Post to SWM Facility
I
Commonwealth Routing
19A, 20, 21, 22, 23, & 27)
Hydrograph type
Hydrograph type = Reservoir
Peak discharge
= 125 97 cfs
Storm fiequency = 10 yrs
Time interval
= 1 min
Inflow hyd No = 2
Max. Elevation
= 489.24 It
Reservoir name = Commonwealth Facility
Max Storage
= 140,011 cult
Storage Indication method used
Hydrograph Volume = 797,699 cult
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 14 2010, 8 20 AM
Hyd. No. 9
i
1
I
I
North Post to SWM Facility
I
North Post to SWM Facility (Subareas 17A,
19A, 20, 21, 22, 23, & 27)
Hydrograph type
= SCS Runoff
Peak discharge
= 222.02 cfs
Storm frequency
= 10 yrs
Time Interval
= 1 min
Drainage area
= 57.500 ac
Curve dumber
= 93.3
Basin Slope
= 00%
Hydraulic length
= Oft
Tc method
= USER
Time of conc (Tc)
= 33.10 min
Total precip
= 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume= 1,000,136 cult
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Commonwealth Routing
Hyd. No. 17
i
1
I
I
North Post to SWM Facility
I
Q (cfs)
Hyd No 6 --10 Yr
Q (cfs)
Q (cfs)
Hyd No 9 - 10 Yr
Q (cis)
280 00 - - -
I
= 27.76 cfs
- - -- - -
- - - - -
- -
- - -- -
28000
240 00 - -- -
- -- -- - -
- - - -
- - - 24000
= 00%
Hydraulic length
= 0 it
Tc method
= USER
Time of conc. (Tc)
= 6 00 min
21000
= 5 60 in
-
- -- 210 00
240 00 -
(= 24 hrs
Shape factor
= 484
= 13 07 fUs
3000
240 00
I
20 00
1000
1000
000 - - __- _-__
- _ __ _
�9
18000 - - - - -- - - -
- -' - - --
-- - -- - - - - -- -
18000
20000
5 7 12 14 16 19
21
23 26
20000
Time
(his)
- Hyd No 15
15000
15000
160 00 -- - - - - --
-
--
16000
I
12000
12000
-
I
-
12000 i
12000
9000
t
9000
8000
8000
,
i
6000
6000
4000
4000
30 00
3000
000
000
000 -
000
0 3 5
8 10 13 15 18
20 23 25
0 3 5
8 10 13 15 18 20
23 25
Time (hrs)
Time (hrs)
- Hyd No 6
-Hyd No 2
-Hyd No 9
Hydrograph Plot
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 14 2010, 8 20 AM
Hyd. No. 17
i
1
I
I
Q (cis)
I
Rte 29 Post North
(subarea 15)
I
1
'
Hydrograph type
Hydrograph type
= SCS Runoff
Peak discharge
= 27.76 cfs
Storm frequency
= 10 yrs
Time interval
= 1 mill
Drainage area
= 3 350 ac
Curve number
= 98
Basin Slope
= 00%
Hydraulic length
= 0 it
Tc method
= USER
Time of conc. (Tc)
= 6 00 min
Total precip.
= 5 60 in
Distribution
= Type II
Storm duration
(= 24 hrs
Shape factor
= 484
Q (cfs)
2800 2800
I
I
2400 2400
' i I
i
i
2000 - } 20 00
' I I
I
1600 - i - 1600
1200 1200
!
' I
800 -' 800
I j
400 I j - 400
000 `- 000
00 20 40 60 80 100 120 140 160 180 200
-• ----- Hyd No 17 Time (hrs)
Rte 29 Post North (subarea 15)
Hyd. No 17 10 Yf
Hydrograph Volume = 67,246 tuft
Hydrograph Plot
Hydrograph Plot
Hydrallow Hydrographs by Intehsolve
Thursday, Jan 14 2010, 8 20 AM
Hyd. No. 12
i
1
I
I
Q (cis)
I
Sperry Bypass to Ex 421n (subarea 17)
�
I
1
'
Hydrograph type
= SCS Runoff
Peak discharge
= 43.01 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 5 350 ac
Curve number
= 94
Basin Slope
= 0.0 %
Hydraulic length
= 0 It
Tc method
= USER
Time of cone (Tc)
= 6.00 min
Total precip.
= 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5000
4000
3000
2000
1000
Hydrograph Volume = 98,149 tuft
Sperry Bypass to Ex 42in (subarea 17)
Hyd No. 12 -- 10 Yr
Q (cfs)
5000
40.00
3000
2000
1000
0 00 - - -- - 000
00 20 40 60 80 100 120 140 160 180 200
Hyd No 12 Time (hrs)
POST - DEVELOPED 10 -YEAR STORM FLOWS
Hydrallow Hydrographs by Intehsolve
Thurscay, Jan 14 2010, 8 20 AM
Hyd. No. 18
i
1
I
I
Q (cis)
I
Seminole Place Bypass (Subarea 18)
�
I
1
'
Hydrograph type
= SCS Runoff
Peak (discharge
k
I
Q (cfs)
5000
40.00
3000
2000
1000
0 00 - - -- - 000
00 20 40 60 80 100 120 140 160 180 200
Hyd No 12 Time (hrs)
POST - DEVELOPED 10 -YEAR STORM FLOWS
Hydrallow Hydrographs by Intehsolve
Thurscay, Jan 14 2010, 8 20 AM
Hyd. No. 18
Q (cis)
' I
Seminole Place Bypass (Subarea 18)
(subareas 12 -14)
-- - - - I
Hydrograph type
= SCS Runoff
Peak (discharge
= 49.10 cis
Storm frequency
= 10 yrs
Time iinterval
= 1 rain
Drainage area
= 7 170 ac
Curve number
= 95
Basin Slope
= 0.0%
Hydraulic length
= 0 It
Tc method
= USER
Time (of conc, (Tc)
= 1120 min
Total precip.
= 5 60 in
Distribution
= Type 11
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5000
4000
30 00
2000
1000
Hydrograph Volume = 132,842 tuft
Seminole Place Bypass (Subarea 18)
Hyd No 18 -- 10 Yr
Q (cfs)
50.00
4000
3000
2000
1000
000 000
00 22 43 65 87 108 130 152 173 195 217 238
-- Hyd No 18 Time (hrs)
Hydrograph Plot
Hydrograph Plot
Hydraflow Hydrographs by Intehsolve
Thursday, Jan 14 2010, 8 20 AM
!
Q (cis)
' I
Ex 30in Pipe to Diversion (subareas 8 -11)
(subareas 12 -14)
-- - - - I
I
!
�
I
= SCS Runoff
Peak discharge
1
i
I
I i
; I
I
,
, I
I
'
Storm frequency
= 10 yrs
Q (cfs)
50.00
4000
3000
2000
1000
000 000
00 22 43 65 87 108 130 152 173 195 217 238
-- Hyd No 18 Time (hrs)
Hydrograph Plot
Hydrograph Plot
Hydraflow Hydrographs by Intehsolve
Thursday, Jan 14 2010, 8 20 AM
Hyd. No. 15
Q (cis)
9000
1
Ex 30in Pipe to Diversion (subareas 8 -11)
(subareas 12 -14)
-- - - - I
Hydrograph type
= SCS Runoff
Peak discharge
= 86.71 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 20 170 ac
Curve number
= 889
Basin Slope
= 00%
Hydraulic length
= Oft
Tc method
= USER
Time of conc (Tc)
= 24.60 min
Total precip
= 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Hydrograph Volume = 317,612 tuft
Ex 30m Pipe to Diversion (subareas 8 -11)
Q (cfs)
Hyd No 15 -- 10 Yr
hlyd. No. 16
Q (cis)
9000
1
- - - -- -- - - - --
(subareas 12 -14)
-- - - - I
9000
8000
,
Peak discharge
= 51.77 cfs
8000
70.00
Time interval
= 1 min
Drainage area
7000
6000
= 929
Basin Slope
{
6000
5000
I
= USER
Time of conc. (Tc)
50 00
4000
'
1 i
i
Distribution
j
I
4000
30.00
I
f
= 484
= 13 07 fUs
3000
2000 !
I
20 00
1000
1000
000 - - __- _-__
- _ __ _
�9
l 0.00
C -r
0 2
5 7 12 14 16 19
21
23 26
Time
(his)
- Hyd No 15
Hydmrlow Hydrographs by Intehsolve Thursday, Jan 14 2010, 8 20 AM
Hyd. No. 19
60 -inch Diversion Pipe
Hydrograph type = Combine Peak discharge = 256.66 cfs
Storm frequency = 10 yrs Time interval = 1 mill
Inflow hyds = 6, 15, 16
Q (cfs)
28000 28000
I
24000 24000
20000 -- - - - -- - -; - - - 200.00
,
16000 - 16000
12000 12000
8000 8000
1
4000 - - 4000
000 - 1 _ - _ _ 0 00
0 3 5 8 10 13 15 18 20 23 25
Hyd No 19 ----- Hyd No 6 -Hyd No 15 -Hyd No 16 Time (hrs)
60 -inch Diversion Pipe
Hyd, No 19 -- 10 Yr
Hydrograph Volume = 1,29i ,333 cult
POST- DEVELOPED 10 -YEAR STORM FLOWS
Hydrograph Plot
Hydrograph Plot
Hydrallow Hydrographs by Intehsolve
Thursday, Jan 14 2010, 8 20 AM
hlyd. No. 16
Ex Ditch to Diversion
(subareas 12 -14)
Hydrograph type
Hydrograph type
= SCS Runoff
Peak discharge
= 51.77 cfs
Storm frequency
= 10 yrs
Time interval
= 1 min
Drainage area
= 10.340 ac
Curve number
= 929
Basin Slope
= 00%
Hydraulic length
= 0 it
Tc method
= USER
Time of conc. (Tc)
= 20 50 min
Total precip.
= 5.60 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6000 -- - -- - - -- - -- - - - - -- - - -- 6000
I I
, I
1
5000 I i 5000
I
4000 I j 40.00
3000 - - 3000
2000 20 00
1
1000 f 10 00
000 - - - - -' 000
0 2 5 7 9 12 14 16 19 21 23 26
--- Hyd No 16 Time (hrs)
Ex Ditch to Diversion (subareas 12 -14)
Hyd No 16 -- 10 Yr
Hydrograph Volume = 181,022 tuft
Hydraflow Hydrographs by Intelisolve
Thursday, Jan 14 2010, 8 20 AM
Hyd. No. 20
60in Diversion Reach to Outfall
Hydrograph type
= Reach
Peak discharge
= 254.68 cfs
Storm frequency
= 10 yrs
Time Interval
= 1 ruin
Inflow hyd. No
= 19
Section type
= Circular
Reach length
= 1752.0 ft
Channel slope
= 1.5%
Manning's n
= 0.013
Bottom width
= 5.0 it
Side slope
= 00.1
Max. depth
= 0.0 it
Rating curve x
= 9.906
Rating curve m
= 1 250
Ave velocity
= 13 07 fUs
Routing coeff.
= 0.4372
Modified Att -Kin routing method used
Q (cfs)
28000 1 1 280.00
24000 - i 24000
i
I ,
i
20000 - - - - 20000
160 00 - - ' 160.00
, I
12000 12000
8000 8000
4000 40 00
i
000 - - -� _ 000
0 3 5 8 10 13 15 18 20 23 25
- Hyd No 20 ---- -- Hyd No 19 Time (hrs)
Win Diversion Reach to Outfalt
Hyd No 20 -- 10 Yr
Hydrograph Volume = 1,296,330 cult
J
o DESICNEJDe �RO�ECT: ALBEMARLE PLACE sET REV. NO.
WA
�
ENGINEERS E GI
- - - - - -- - - --
-- -- - - -- - - - - - -- ---- - - - - -- - � N N E
DRAWN STORMWATER MANAGEMENT PLAN
o SURVEYORS TLB ALBEMARLE COUNTY, VIRGINIA DRAWINC NUMBER-
_ DWI`? z �Y t PLANNERS FIFE: POST- DEVELOPMENT HYDROGRAPHS
� C -19
-- - - -- - - -- -- - - -- - -- - - -- ,� (� _� w� ASSOCIATES _ HFW PERMANENT NORTH SWM FACILITY
l Lynchbutg,VA24502 Charlattesvrlle,VA ?2911 �v,�A NUME3ER: FIDE NAME:
s`sIONAL E�� Phone 4343166080 Phone .13�9s- 12�ao_ 208025.04 304209C C19.dwg FI' N�A 03/30/ 0 22 Of J77
w wtr wit assoctales ne[
NO - -- - SI -IFFY REVISION BY DATE NO SHEEF REVISION - -- - - -- - 6'Y DATE_ ���� 1N V. NSA
Tal
Q 04
U I
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Cq
O
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4-1
Q)
0)
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Q)
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Q
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0
0)
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Q)
4-1
V)
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0
E�z
Pond Report
Hydraflovy Hydrograph* by Inteftsolve
DESICNED 13Y
JD13
ENGINEERS
SURVEYORS
Hydrograph Plot
Run5day,
Thursday, Oct 10 2013, 11 11 AM
Pond No. 2 - North SWM Facility
0111R 13Y
HFW
Hydrograph Plot
PQ Box 4119 3040 Avemore Square PI
LynLhburg, VA 24502 Chuloaesvjllc, VA 22911
Phone 434 316 6080 Phone 434 984 2700
wikw wwiissociates net
WWA NUMBER:
208026.04
Pond Data
Pond Data
Hydrafluw Hydtuqrapha by hiluhsolye
FuL-cddy, Feb 2 2010, 9 52 AIII
fiycuallow Hydio(jiaplib by lintAboNL
Pond storage is based on known Contour areas Average
end area method used.
Hydtaflow Hydtog;aphs by Inteltsuivo
Pipe dia, = 11,50 ft Pipe length
= 249,6 it
No,
Barrels = 11,0
Slope = 0 50 % Invert
elev
= 447,71 it
Stage I Storage Table
Contour area (sqft)
Incr. Storage (tuft) Total storage (cuff)
Hyd. No. 22
000 473 13
00
Stage (11) Elevation (III Contour area (sqft)
0 0
finer Storage (curt)
Total storage (cult)
627 480,00
2.722
000 44771
00
0
0
13:1277
= 62.37 cfs
064 41835
00
Hydrograph type = Combine
1466
1.456
Hydrograph type = Combine
111,968 157,118
1 27 41898
00
21.27 455 GO
6:85b
6,124
230,056 387,975
Storm frequency = 2 yrs
191 44962
00
100,498
12,218
20,642
Inflow hyd. No. = 9
Max, Elevation
255 45026
Go
Inflow hydis, = 10, 12
15,625
36,167
Culvert 1 Orifice Structures
3 19 45090
00
Weir Structures
17:942
54,109
[A] [BI
cc]
382 45153
00
[C]
19,680
73,789
000
000
446 452 17
00
000
20,953
94,742
000
Crest El. (11) - 000 000
5110 45281
00
No. Barrels = 1 0
21,811
116,612
Weir Coelf. = 0,00 0100
000
574 45345
00
000
22,413
139,055
••.
••.
637 45408
UO
000
22,135
161,790
No
Slope (".) = 240 000
/01 49412
00
Q (cfs} Hyd No, 10 2 Yr
22,112
184,502
N-Value 013 000
000
7.65 45536
00
Q {cfs)
22,420
206,921
000
0100
629 456 00
00
70,00
21,866
228,788
No
Extiltration = 0.000 in fir (Contour) Ta Water Eltiv =
892 45-363
00
24000
20,961
249,749
12000
6000
956 45727
00
350.00
10,656
269,405
18000
210.00
1020 4519 1
00
12000
17:979
287,184
30000
10 84 458 55
00
15,600
100.00
100-00
1147 •15918
00
15000
12,lb9
315,153
150.00
12 11 45982
00
150.00
6.847
322000
1213 46046
00
150.00
1,483
323,163
80.00
Culvert t Orifice Structures
40.00
4000
Weir Structures
120.00
[A) 1BI
1c)
ID)
12000
[A] IBI
ICI
IDI
Rise (in) = 4200 1200
3000
30 00
Crest Len (tt)
= 2200 000
000
000
Span (in) = 42 GO 1200
3u 00
3000
Crest El. (it)
= 165 (10 000
000
0 G
No. Barrels = I 1
1
2
Weir Cooff
= 3 33 U 00
000
0 UO
Invert El. (ft) = 44171 4;171
451 tI
45531
Weir Type
= fits(j
90.0o
Length (it) = 25820 0 GO
000
0 W
multi-stage
= Yes No
No
N•)
Slope (%) = 3 (ju 000
0 OQ
000
6000
40.00
N-Value = 013 013
1013
013
100.00
60.00
3000
Orit. Coeff = 080 060
060
060
12000
10.00
1000
30.00
Multi-Stage = "/a Yea
Yes
Yes
Exfllttdtioil - 0 000 1whr (W t died) raijwjt�r
Elkw 4
0 CO it
tta C.11L C.,r -I G. I. • L. I 1 .1,1 ,111.14„M I 'd 11,, $1 IL' 10 V, w "III c• e111 f1f 11,, _rl Wu,
stags (it) Stage If Discharge Stage (it)
1.100 14 00
1200 t 1200
10 UO
600 600
400 400
200 200
0 UO I 0.00
000 2000 4000 6000 8000 10000 12000 14000 16000
Dit.1.11ar9d (eft,)
final Q
PERMANENT NORTH SWM FACILITY REPORT
Pond Report
Hy(fratiow liydfoqfaphi, by hnefisoNe
DESICNED 13Y
JD13
ENGINEERS
SURVEYORS
Hydrograph Plot
Run5day,
Jan 14 2010, 8 20 Al
Pond No. 1 - Commonwealth Facility
0111R 13Y
HFW
Hydrograph Plot
PQ Box 4119 3040 Avemore Square PI
LynLhburg, VA 24502 Chuloaesvjllc, VA 22911
Phone 434 316 6080 Phone 434 984 2700
wikw wwiissociates net
WWA NUMBER:
208026.04
Pond Data
Tuesday, Feb 2 2010, 9 52 ANI
Hydrafluw Hydtuqrapha by hiluhsolye
FuL-cddy, Feb 2 2010, 9 52 AIII
fiycuallow Hydio(jiaplib by lintAboNL
Pond storage is based on known Contour areas Average
end area method used.
Hydtaflow Hydtog;aphs by Inteltsuivo
Stage I Storage Table
Hyd. No. 10
Hyd. No. 13
Hyd. No. 13
Stage (It) Elevation (11)
Contour area (sqft)
Incr. Storage (tuft) Total storage (cuff)
Hyd. No. 22
000 473 13
00
0 0
Post - Development Flow to Ex 42in Pipe @ Rte 29
Post- Development Flow to Ex 42in Pipe @ Rte 29
627 480,00
2.722
6652 6,652
11.27 48500
13:1277
= 62.37 cfs
38:498 45:150
= 64.15 cis
Hydrograph type = Combine
62 49 0
1627 0 0
131 , it)
5
Hydrograph type = Combine
111,968 157,118
Peak discharge = 218.23 cfs
Storm frequency = 2 yrs
21.27 455 GO
60,633
Storm frequency = 2 yrs Tirne interval
230,056 387,975
Storm frequency = 2 yrs
Time interval
2627 50000
100,498
403,326 791,303
Inflow hyd. No. = 9
Max, Elevation
3127 50500
142,276
Inflow hydis, = 10, 12
e06,936 1,398,238
Inflow hyds. = 17, 18, 20
Culvert 1 Orifice Structures
Weir Structures
Max. Storage
= 232,300 tuft
[A] [BI
cc]
ID]
[A) [BI
[C]
[D]
Rise (ill) = 36,00 000
000
000
Crest Len (it) - 000 000
000
000
Span (in) 3600 GOO
000
000
Crest El. (11) - 000 000
000
000
No. Barrels = 1 0
0
0
Weir Coelf. = 0,00 0100
000
000
Invert El. (11) = 173.73 0100
000
GOO
Weir Type =-- ...
••.
••.
Length (it) 446 00 000
000
000
Multi-Stage No No
No
No
Slope (".) = 240 000
000
000
Q (cfs} Hyd No, 10 2 Yr
Q (cfs)
Q {cfs}
N-Value 013 000
000
000
Hyd. No, 21 2 Yr
Q {cfs)
Q (cfs)
grit. Coelf, = 060 U 00
000
0100
240.00
140.00
70,00
Multi -Stage = i va, No
No
No
Extiltration = 0.000 in fir (Contour) Ta Water Eltiv =
0 00 It
Stage (h)
3500
3000
2500
20 00
15 GO
1000
5oO
0.00
000 2000 4000 60 GO
- Total 0
tall CINO.0 LW CA'101s N.aLWIu .1e1UII ,Idol adL LQIW ire'
Stage I Discharge
80,00 IOQ 00 12000 14000 160.00
COMMONWEALTH FACILITY REPORT
Stage (it)
3500
3000
2500
2000
1500
1000
500
000
18000
Dschargo (cls)
V
Hydrograph Plot
DESICNED 13Y
JD13
ENGINEERS
SURVEYORS
Hydrograph Plot
Hydrograph Plot
Hydrograph Plot
Hydrograph Plot
0111R 13Y
HFW
Hydrograph Plot
PQ Box 4119 3040 Avemore Square PI
LynLhburg, VA 24502 Chuloaesvjllc, VA 22911
Phone 434 316 6080 Phone 434 984 2700
wikw wwiissociates net
WWA NUMBER:
208026.04
Hydraflow Hydroutaphs by latelihot,,e
Tuesday, Feb 2 2010, 9 52 ANI
Hydrafluw Hydtuqrapha by hiluhsolye
FuL-cddy, Feb 2 2010, 9 52 AIII
fiycuallow Hydio(jiaplib by lintAboNL
Hydfaltui Hydioqt 1phs by Inlelv'rt"e
Tuesday, Feb 2 2010, 9 52 AM
Hydtaflow Hydtog;aphs by Inteltsuivo
Tuesday, Feb 2 2010, 9 52 AM
Hyd. No. 10
Hyd. No. 13
Hyd. No. 13
Hyd. No. 21
Hyd. No. 21
Hyd. No. 22
North Facility Routing
Post - Development Flow to Ex 42in Pipe @ Rte 29
Post- Development Flow to Ex 42in Pipe @ Rte 29
To 72in Diversion Pipe Under Rte 29
To 72in Diversion Pipe Under Rte 29
"Adequate Outfall
Hydrograph type = Reservoir
Peak discharge
= 62.37 cfs
Hydrograph type = Combine Peak discharge
= 64.15 cis
Hydrograph type = Combine
Peak discharge
= 184.59 cfs
Hydrograph type = Combine
Peak discharge = 218.23 cfs
Storm frequency = 2 yrs
Time interval
= I min
Storm frequency = 2 yrs Tirne interval
= I min
Storm frequency = 2 yrs
Time interval
= I min
Storm frequency = 2 yrs
Time interval = 1 min
Inflow hyd. No. = 9
Max, Elevation
= 446.41 It
Inflow hyds. = 10, 12
Inflow hydis, = 10, 12
Inflow hyds. = 17, 18, 20
Inflow hyds. = 17, 18, 20
Inflow hyds. = 10, 12, 21
Reservoir name = North SWM Facility
Max. Storage
= 232,300 tuft
-
Hydrograph
Volume 674,428 ctAft
Hydrogtapit Volinna = 824,636 cult
Hydiograph volume - 2,594,693 cult
Storage bidgawn method used,
Hydrograph volume 1,499,066 cuff
SlaraUL Indnatioji n,officd used
Hydiograph
Volume = 60,729 calf
North Facility Routing
North Facility Routing
Post-Development Flow to Ex 42in Pipe 9 Rte 29
Post-Development Flow to Ex 42in Pipe Rte 29
To 72in Diversion Pipe Under Rte 29
**Adequate Outfall
* "Adequate Outfall
Hyd. No, 10 10 Yr
Q (cfs} Hyd No, 10 2 Yr
Q (cfs)
Q {cfs}
Q {cfs} Hyd. No 13 2 Yr
Q (cfs)
Q (cfs)
Hyd. No, 21 2 Yr
Q {cfs)
Q (cfs)
Hyd. No. 22 2 Yr
Q (cfs)
140M
240.00
140.00
70,00
7000
210,00
40000 I
21000
24000
210.00
24000
QUO
2 10-00
12000
6000
60.00
180,00
350.00
i 180M
210.00
18000
210.00
18000
12000
12000
30000
180M
18000
100.00
100-00
50,00
5000
15000
150.00
150.00
150.00
100.00
.
10000
250.00
150.00
I i 150.00
80.00
8000
40.00
4000
12000
120.00
12100
12000
80.00
8000
MOM
12000
12000
6000
6000
3000
30.00
120.00
i 9000
90.00
9000
60.00
6000
1
15000
9000
90.0o
40,00
40,00
2000
20.00
6000
60.00
MOO
6000
40.00
40.00
100.00
60.00
3000
60.00
20.00
30.00
12000
10.00
1000
30.00
I
3000
30 M
30.00
0.00
0.00
................
0.00 --- --
0.00
0.00 -
0100
0.00
0.00
0 3 5 a
11 13 16 19 21 24
27 29
0.00
27 29
0.00
0,00
000
0,00
19 21 24 27
000
0.00
000
0 3 5 8 10 13 15 18 20 23
25 28
0 3 5 8 10 13 15 18 20 23
25 28
0 3 5 8
10 13 15 18 20
23 25
0 3 5 8
10 13 15
18 20 23 25 28
-- Hyd No. 10 - Hyd No. 9
Time (his)
-- Hyd No. 13 - Hyd No. 10 - Hyd No. 12
-ritne (firs)
- Hyd No. 21 - Hyd No. 17 -- Hyd No. 18 - Hyd No. 20 Time (firs)
Hyd No. 22 -
Hyd No. 10 - Hyd No.
12 Hyd No. 21 Time (hrs)
POST- DEVELOPMENT 2-YEAR STORM ROUTED & COMBINED FLOWS
Hydrograph Plot
DESICNED 13Y
JD13
ENGINEERS
SURVEYORS
Hydrograph Plot
PLANNERS
Hydrograph Plot
0111R 13Y
HFW
Hydrograph Plot
PQ Box 4119 3040 Avemore Square PI
LynLhburg, VA 24502 Chuloaesvjllc, VA 22911
Phone 434 316 6080 Phone 434 984 2700
wikw wwiissociates net
WWA NUMBER:
208026.04
Hydraflaw Hydmgtaph by hil0isoNe
Tuesday, Feb 2 2010, 9,52 AM
Hydfailua lriydtograpns by Inbaivscl-,e
Tuesday, Feb 2 2010, 9 52 AM
Hydfaltui Hydioqt 1phs by Inlelv'rt"e
Tuesday, Feb 2 2010, 9 52 AM
Hydfatiaw Hydiagiapha by lunah,,otve
Tuesday, Feb 2 2010, 9 52 AM
Hyd. No. 10
Hyd. No. 13
Hyd. No. 21
Hyd. No. 22
North Facility Routing
Post- Development Flow to Ex 42in Pipe @ Rte 29
To 72in Diversion Pipe Under Rte 29
"Adequate Outfall
Hydrograph type = Reservoir
Peak discharge
= 140.26 cis
Hydrograph type = Combine Peak discharge
= 143.67 cfs
Hydrograph type = Combine Peak discharge
= 279.98 cis
Hydrograph type = Combine
Peak discharge = 367.05 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
Inflow hyd. No. = 9
Max. Elevation
= 449.62 it
Inflow hydis, = 10, 12
Inflow hyds. = 17, 18, 20
Inflow hyds. = 10, 12, 21
Reservoir name = North SWM Facility
Max. Storage
= 317,596 cuff
-
H}dlogfaph volume, = 1,098,278 eutt
Hydfogiuph 'Volume = 1 496,420 cuil
Hydiograph volume - 2,594,693 cult
Storage bidgawn method used,
Hydtogiaph VulLane = 1,000, 128 cult
North Facility Routing
Post-Development Flow to Ex 42in Pipe 9 Rte 29
To 72in Diversion Pipe Under Rte 29
**Adequate Outfall
Q (cfs)
Hyd. No, 10 10 Yr
Q (cfs)
Q (cfs)
Hyd. No. 13 10 Yr
Q (cfs)
Q (cfs) 10 Yr
Hyd. No, 21
Q (cfs}
Q (cfs)
Hyd. No. 22 10 Yr
Q (cfs}
240.30
240.00
16000 1
160,00
280.00
280.00
40000 I
1
400.00
210.00
2 10-00
140.00
140.00
240.00
24000
350.00
350,00
18000
18000
12000
12000
30000
300.00
200,Q0 200,Q0
00.00
150.00
150.00
100.00
.
10000
250.00
250.00
160.00
160.00
12100
12000
80.00
8000
MOM
200.00
12000
120.00
90.00
9000
60.00
6000
1
15000
150.00
8000
80,00
MOO
6000
40.00
40.00
100.00
100.00 T
3000
30.00
2000
20.00
4000
40.00
50M
50,00
0.00
0.00
................
0.00 --- --
0.00
0.00 -
0100
0.00
0.00
0 3 5 a
11 13 16 19 21 24
27 29
0 3 5 8 11 13 16 19 21 24
27 29
0 3 5 8 10 13 15 18 20
23 25
0 3 5
a 11 13 16
19 21 24 27
- Hyd No, 10
Hyd No, 9
Time (hrs)
- Hyd No, 13 - Hyd No� 10 -Hyd No, 12
Time (his)
-Hyd No. 21 - Flyd No. 17 -- Hyd No, 18 - Hyd
No. 20 Tune (tits)
- Hyd No. 22
Hyd No. 10 - Hyd No
12 - Hyd No, 21 Time (hrs)
V11 OP- 'Po
o. 12257
AL
NO SHEET REVISION-—— By DATE NO SHEET REVISION BY DATE 01111111 0####**0**
POST - DEVELOPMENT 10-YEAR STORM ROUTED & COMBINED FLOWS
W A
DESICNED 13Y
JD13
ENGINEERS
SURVEYORS
DRAWN F3 Y
TLB
PLANNERS
0111R 13Y
HFW
ASSOCIA_r'ES
PQ Box 4119 3040 Avemore Square PI
LynLhburg, VA 24502 Chuloaesvjllc, VA 22911
Phone 434 316 6080 Phone 434 984 2700
wikw wwiissociates net
WWA NUMBER:
208026.04
PROJECT:
ALBEMARLE PLACE
STORMWATER MANAGEMENT PLAN
ALBEMARLE COUNTY, VIRGINIA
TITLE.
PERMANENT NORTH SWM FACILITY ROUTINGS
FILE NAME: SCALE: bDAX_TE:
304209C-C23.dwg H: NIA 03130110
� V NIA
SET REV. NO.
9
DRAWING NUMBER-
C-23
SHEET NUMBER.
26 of 37
o)
3
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0
U
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/
STEP
(TYP)
INV. OUT = 455.02
BOTTOM ELEV = 455.02
INV. OUT = 455.(
30" 0 MANWAY COVER (TYP)
PROVIDED BY CONTRACTOR
TOP (1) = 485.70
5,000psi PRECAST• CONCRETE
CON /SPAN UNIT
27" S rORMFILTER
CARTRIDGE (TYP)
TOP (2) = 485.45
%
v1
3
A�
1
U
UI
0)
0
C*
C
Q)
E
C
Q)
Q
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Q)
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Q)
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0
N
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-0
v0�_.
N
C
O
u,
C
W
0
N
REINFORCED
BULKHEAD -
TYP. OF 11
048" RISER
RIM = 476.84 -
INV = 449.06
048" RISER
RIM = 476.63 -
INV = 449.06
048" RISER
RIM = 476.21 -
INV ="9.05
048" RISER
RIM = 475.69 -
INV = 449.06
048" STUB
INV =456 10 -
013B" INV = 449.08
048" RISER
RIM = 475.12 -
INV = 449.06
• VOLUME = 323,499CF
• MAINLINE PIPE GAUGE = 10
• WALL TYPE = SOLID
• DIAMETER = 138"
• FINISH = ALT2
R11
EX
RISE
REINFORCEMEN
0'24" STUB
4' -0" INV =45810
0138" INV = 449.06
4' -0"
i
RISER REINFORCEMENT
SCALE N T S
UDDER TO BE
ED BY CONiECH
CMP FINISH IS ALT 2
279' -G', 0138 ", 10 GAGE, 5" X 1 ", ALUMINIZED TYPE 2
3.0' TYP.
ASSEMBLY
LOADING: H20/H25
SYSTEM INV = SLOPES .5%
NORTH SWM FACILITY
s i pp
mm
STANDARD CONNECTION DETAIL.
TECHCO' BAND ANCLE
TOP VIEW
CMP FINISH 115 ALT 2
- RIVETED CMP OR HELICAL
CMP WITH ANNULAR ENDS
F --r- CURVED SHEET SECTION WELDED
7n TO BAND (SAME GAGE)
0 -RING GASKET REQUIRED
\- FOR SOIL TIGHTNESS
SOFT WOOD SPACER
;I BLOCKS 6" MINIMUM
LENGTH, 4 REQ'D PER
JOINT (MIN )
SKIP WELD 1" LONG
ON B- CENTERS
O-RING GASKET
(CPTIONAL)
If MODIFIED HUGGER BAND
SECTION A -A
woTES
1 BAND MATERIAL AND GAGE TO BE SAME AS RISER MATERIAL
2 IF RISER HAS A TOTAL HEIGHT OF 10' OR MORE, USE A SLIP
JOINT.
ALL RISER SLIP JOINT COMPONENTS WILL BE FIELD ASSEMBLED
4 MANHOLE RISERS IN APPLICATIONS WHERE TRAFFIC LOADS ARE
IMPOSED REQUIRE SPECIAL DESIGN CONSIDERATIONS
NORTH AND SOUTH
SWM FACILITIES
SCALE N T S
015" STUB TO 172
38'-0"
INV = 447 71
0138" INV = 447 71
FROM 158
42' STUB
INV = 454.27
0138" INV. = 447.87
048" RISER _ J/
RIM = 470 57
INV = 477.78
REINFORCED
BULKHEAD W/
042" STUB TO 165
INV = 447 71
0138" INV = 447 71
-WEIR PLATE
048" RISER o
RIM = 471 39 N
INV = 447.78
048" RISER
RIM = 47128
INV = 44738
24' STUB FROM 182
-INV = 457 21
0138" INV = 447 71
1?
048" RISER
RIM =471 17
INV = 44738
048" RISER
RIM = 471 07
INV. = 447.78
048" RISER
RIM = 470 92
INV = 477.78
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
• ALL FITTINGS AND REINFORCEiv1ENT COMPLY WITH
ASTM A998
• ALL RISERS AND STUBS ARE 2 %" x Y2" CORRUGATION
AND 16 GAGE UNLESS OTHERWISE NOTED
• RISERS TO BE FIELD TRIMMED TO GRADE
KEY
1 RIGID OR FLEXIBLE PAVEMENT
3
'2 GRANULAR ROAD BASE
3 12" A11N FOR DIAMETERS THROUGH 96"
18" MIN FORD IAMETERS FROM 102"
AND LARGER MEASURED TO TOP OF RIGID
OR BOTTOM OF FLEXIBLE PAVEMENT
4. FILL. AND BACKFIL E ABOVE VDOT 21A TO
SUBGRADE. FILL AND BACKFILL TO BE
PLACED IN ACCORDANCE WITH SECTION
3.10.2 OF THE EARTHWORK RE(QUIRMUn
ON DRAWING C -3 OF THESE PLANS.
5. BACKFILL WITH VDOT 21A PER THE LATEST
EDITION OF THE VDOT ROAD k BRIDGE
SPECIFICATIONS 1' ABOVE THE CROWN OF
THE PIPE PLACE IN III LIFTS (COMPACTED
TO 100% DENSITY IN ACCORDAWCE WiTH
ASTM D 608 AND INSPECTED MY GE8(TECH.
PROVIDE COMPACTION RESULTS.,
6. VDOT NO.57 GRANULAR SEDDINKU, SHAPED
TO FR THE WMIA OF THE PIPE, 6- IN
DEPTH.
SUDGRADE BEDDING PREPARATION
EDDI G E P,tu3r BE COPS RUC ED O A UtJIFORM AND
PRIOR TO PLACING ThIE B N THE SUBGRADE ! i T T
STABLE GRADE IN THE EVENT THAT UNSUITABLE SUBGRADE NIATERIALS ARE ENCOUNTERED
DURING EXCAVATION, THEY SHALL BE REMOVED AND BROUGHT BACK TO THE GRADE WITH A FILL
MATERIAL AS APPROVED BY THE ENGINEER ONCE THE FOUNDATION PREPARATION IS COMPLETE,
6" OF A WELL - GRADED GRANULAR MATERIAL SHALL BE PLACED AS THE BEDDING
EIiBIL WHEN PLACING THE FIRST LIFTS OF BACKFILL IT IS IMPORTANT TO
MAKE SURE THAT THE BACKFILL IS PROPERLY COMPACTED UNDER AND
AROUND THE PIPE HAUNCHES BACKFILL SHALL BE PLACED SUCH THAT THERE IS NO MORE THAN A
TWO LIFT 42 ") DIFFERENTIAL BETWEEN ANY OF THE PIPES AT ANY NME DURING THE BACKFILL
PROCESS THE BACKFILL SHALL BE ADVANCED ALONG THE LENGTH OF THE DETENTION SYSTEM AT
THE SAME RATE TO AVOID DIFFERENTIAL LOADING ON THE PIPE
OTHER ALTERNATE BACKFILL MATERIAL MAY BE ALLOWED DEPENDING ON SITE SPECIFIC
CONDITIONS, AS APPROVED BY SITE ENGINEER
1 BACKFILL DETAIL
3 SCALE N T S
WEIR PLATE 8' -0" 5' 6" -�AO-
-048- "
REINFORCED
BULKHEAD Wt STUB (DS)
042' STUB (Al) 4 -2• -. INV. = 4fi4,51
4 INV. = 458.00 0138' INV. = 450.07
0138' INV. = 458,00
A M D H
I REINFORCED
048' RISER (A2) Ilk TOP=486.70 (Et)
6 TOP= 486.51 N F:�E HH
'� INV, = 458,00
i
REINFORCED
048" RISER H H
TOP= 486.00 (El) B L_4'-0'-,,•„�
INV. = 458.04
min
D
Y
� H H
Cq B 1[ 111
TOP = 485.55 (Et)
302' -6"
8 @ 38'-0" = 228' -0"
H III H III H III H III H
H H H H H
H
H
H
H
1'• ' 13'-0` REINFORCED
2748" RISER
- -6' -0" TOP=490.02 -(1311)
iNV, = 459.46
REINFORCED
G BULKHEAD s
L REINFORCED
BULKHEAD
TOP=48958 (01)
REINFORCED
G BULKHEAD
E H H H H H H L �_REINFORCED
BULKHEAD
TOP= 489.12 (G1)
REINFORCED
111 G BULKHE�ID - j
r,
REINFORCED
BULKHEAD f5'\
TOP = 488.63 (Gt)
G REINFORCED
BULKHEAD e
.- REINFORCED
BULKHEAD /5�
I I 4
Ft H III t-i IiI H III H
H H H H H
H II H H H H M
2115" STUB (Cl) j
INV. = 458,00 j
`t 0138" INV, a 458.00 C IIE
h
N TOP= 485.10 (E
E F H
15'•0` 036' STUB (F1)
INV. = 465.16
En 0138" INV" = 458.24
BILL OF MATERIALS
PIECE
QTY
0
CORRUGATION
GAUGE
FINISH
LENGTH
TOTAL
A
1
H
H
H
H
1'• ' 13'-0` REINFORCED
2748" RISER
- -6' -0" TOP=490.02 -(1311)
iNV, = 459.46
REINFORCED
G BULKHEAD s
L REINFORCED
BULKHEAD
TOP=48958 (01)
REINFORCED
G BULKHEAD
E H H H H H H L �_REINFORCED
BULKHEAD
TOP= 489.12 (G1)
REINFORCED
111 G BULKHE�ID - j
r,
REINFORCED
BULKHEAD f5'\
TOP = 488.63 (Gt)
G REINFORCED
BULKHEAD e
.- REINFORCED
BULKHEAD /5�
I I 4
Ft H III t-i IiI H III H
H H H H H
H II H H H H M
2115" STUB (Cl) j
INV. = 458,00 j
`t 0138" INV, a 458.00 C IIE
h
N TOP= 485.10 (E
E F H
15'•0` 036' STUB (F1)
INV. = 465.16
En 0138" INV" = 458.24
BILL OF MATERIALS
PIECE
QTY
0
CORRUGATION
GAUGE
FINISH
LENGTH
TOTAL
A
1
138
5" X 1"
10
ALTZ
81-0'
8' -0'
13
2
138
5' X 11.
10
ALT2
44'-6"
89' -0'
C
1
138
5'X T'
10
ALT2
37' -3'
H II H H H H M
2115" STUB (Cl) j
INV. = 458,00 j
`t 0138" INV, a 458.00 C IIE
h
N TOP= 485.10 (E
E F H
15'•0` 036' STUB (F1)
INV. = 465.16
En 0138" INV" = 458.24
BILL OF MATERIALS
PIECE
QTY
0
CORRUGATION
GAUGE
FINISH
LENGTH
TOTAL
A
1
138
5" X 1"
10
ALTZ
81-0'
2115" STUB (Cl) j
INV. = 458,00 j
`t 0138" INV, a 458.00 C IIE
h
N TOP= 485.10 (E
E F H
15'•0` 036' STUB (F1)
INV. = 465.16
En 0138" INV" = 458.24
BILL OF MATERIALS
PIECE
QTY
0
CORRUGATION
GAUGE
FINISH
LENGTH
TOTAL
A
1
138
5" X 1"
10
ALTZ
81-0'
8' -0'
13
2
138
5' X 11.
10
ALT2
44'-6"
89' -0'
C
1
138
5'X T'
10
ALT2
37' -3'
37'•3"
D
1
138
5" X 11
10
ALT2
24',0'
24'•0"
E
4
138
SIX 1'
10
ALT2
24'-0'
96' -0"
F
1
138
5" X 1"
10
ALT2
24'-0'
24'-0'
G
4
130
51X 1"
10
ALT2
13'••0'
52' -0'
H
50
138
5" X 1'
10
ALT2
381•0"
1900' -0"
J
4
138
5"X 1"
10
ALT2
14`•0"
56'•0"
K
1
138
5"X 1'
10
ALT2
28'-0'
28' -0"
L
4
138
5" X 1"
10
ALT2
13' -0'
521-0'
M
1
13a
5" X 1"
10
ALT2
221-9"
22' -9'
N
1
138
SIX 1'
10
ALT2
22' -3'
22' -3'
TOTAL MANUFACTURED LENGTH
241 t' -3'
8" X 1/2" CARRIAG'
BOLTS WITH 1/2" N
24"
PIECE
QTY
24" WIDE
FLAT BAND
CORRUGATION
BLACK VINYL /NITRO
FINISH
LENGTH
Al
BLEND GASKET 24"
42
2-2/3"X 10
16
ALT2
11-0"
A2
1
48
2 -2t3" X 112'
16
WIDE X 1 -1/2" THICK
77
C1
1
15
2 -213 "X112'
T�1�
ALT2
7r
D1
CORRUGATED
40
2-213'X 112'
16
ALT2
3'-6"
El
4
48
2 -213'X 112'
METAL PIPE
SECTION
(AT FINISH)
24"
1
36
2-2/3"X 112'
16
4 -5/8"
1' - -11"
CONNECTION DETAIL
H H III H H
III-
27" WIDE FLAT e
BAND WITH 4
CASKET PYP)
5 @ 313 %0" = 190'•4"
FITTINGS AND MISCELLANEOUS
PIECE
QTY
0
CORRUGATION
GAUGE
FINISH
LENGTH
Al
1
42
2-2/3"X 10
16
ALT2
11-0"
A2
1
48
2 -2t3" X 112'
16
ALT2
23' -1"
C1
1
15
2 -213 "X112'
16
ALT2
6' -9'
D1
1
40
2-213'X 112'
16
ALT2
3'-6"
El
4
48
2 -213'X 112'
16
ALT2
23' -1'
Fi
1
36
2-2/3"X 112'
16
ALT2
1' - -11"
G1
4
48
2-213"X 112"
16
ALT2
24'-6'
INTER.
PLATFORMS
18
138
NIA
12
STEEL
50
BULKHEADS
9
138
NiA
12
STEEL
,100
WEIR PLATE
1
t38
NiA
12
STEEL
BANDS
74
138
LADDERS
9
SOUTH SWM FACILITY
FRAME AND COVER SHALL BE IN
ACCORDANCE WITH VDOT STD. IC -2
A
ACCESS CASTING TO BE
PROVIDED AND INSTALLED
BY CONTRACTOR
TEMPORARY COVER FOR pp
CONSTRUCTION LOADS _ll
-T .-------- P - - - -r
HEIGHT OF COVER -7
- FINISHED GRADE -
T � 1
'T r, i_ : 0 CMP RISER - =�
jI Tf- ,..i,_ I BVM RUB�GASKET MATERIAL Q
- - - -_ JI'Y L� SUFFICIENT-: PREVENT n-N
_ _____ __________________________ SLAB FROM BEARING ON �wo
-yTl� " I; RISER TO BE PROVIDED BY a -
-I�! CONTRACTOR OB 11" TYP - N
NOTES
ASSEMBLY
SCALE: 1" = 30'
VOLUME: 245,234 C.F.
LOADING: F120 /H25
SYSTEM INV VARIES
• ALL RISER DIMENSIONS ARE TO CENTERLINE.
• ALL STUB DIMENSIONS ARE TO EDGE OF PIPE.
ALL FITTINGS AND REINFORCEMENT COMPLY WITH
ASTM A998,
• ALL RISERS AND STUBS ARE 2W x)'i CORRUGATION
AND 16 GAGE UNLESS OTHERWISE NOTED.
RISERS TO BE FIELD TRIMMED TO GRADE=.
0 ALL PIPE ENDS TO BE NON- R!_ROLLED TO ACCOMODATE
FLAT BANDS AND GASKETS,
REINFORCING TABLE
AXLE LOADS (kips)
INCHES
18 -50 50 -/5 75 -11U 110 -150
* *BEARING
0 CMP
MINIMUM COVER
(FT)
20
25
A
OB
REINFORCING
PRESSURE
RISER
30
35
4U
(PSF)
24"
0 4'
26"
45 @ 12" OCEW
2,410
35
4'X4'
45
45 @ 12•' OCEW
1,780
30"
04' -6"
32
85 a 12" OCEW
2,120
4' -6" X 4' -6"
M5 @ 12" OCEW
1,530
36"
0 5'
38
k5 @ 10" OCEW
1,890
5' X 5'
Jf5 @ 10" OCEW
1,350
42"
44„
M5 @ 10" OCEW
N5 @ 0" OCEW
P710
48"
06'
50
1f5@9 "OCEW
6'X6'
85 @8 "OCEW
,100
CONSTRUCTION LOADS SECTION VIEW
" ASSUMED SOIL BEARING CAPACITY
FOR TEMPORARY CONSTRUCTION VEHICLE LOADS, Ali 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
EQUIPMENT NEGESSI FATES GREATER PROTECTION FOR THE PIPE THAN FINISHED GRADE COVER MINIMUMS FOR NORMAL HIGHWAY TRAFFIC d+
/� CO OA A
PIPE SPAN,
AXLE LOADS (kips)
INCHES
18 -50 50 -/5 75 -11U 110 -150
MINIMUM COVER
(FT)
20
25
3U
30
12 -42
48 -7'2
30
30
35
4U
78 -120
3 0
3 5
4 1J
4 0
126 -144
35
40
45
45
q F�
OB
44 DIAGONAL TRIM � B
#4 DIAGONAL TRIM
BAR (TYP 4 PLACES), - _
_ _
NOT P
SEE NOTE 7
2' COVER
(TYP)
{ A
COQ
I ti
(2) 24' TECHCO 'MINIMUM COVER MAY VARY, DEPENDING ON LOCAL CONDITIONS THE CONTRACTOR MUST PROVIDE THE ADDITIONAL COVER REQUIRED TO
BAND ANGLES AVOID UAA1AGE TO THE PIPE MINIMUM COVER IS MEASURED FROM THE TOP OF THE PIPE TO THE TOP OF THE MAINTAIfIED CONSTRUCTION
(ALT 2 FINISH) ROADWAY SURFACE
3 CONSTRUCTION LOADING DIAGRAM OPENING IN
OPENING IN PROTECTION
4 SCALE N T S PROTECTION SLAB FOR
SLAB FOR _ CASTING
CASTING
INTERRUPTED BAR
REPLACEMENT, SEE
NOTE6
I�-
{ C'O-lV'� 1
1 I
INTERRUPTED BAR
REPLACEMENT,
SEE NOTE 6
SPECIFICATION FOR CORRUGATED STEEL PIPE - ALUMINIZED TYPE 2 STEEL HANDLING AND ASSEMBLY STANDARD STANDARD
REINFORCING, REINFORCING, OB
SCOPE SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS SEE TABLE SEE TABLE
OF THE NATIONAL CORRUGATED STEEL PIPE
THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF THE CORRUGATED STEEL ASSOCIATION(NCSPA) ROUND OPTION PLAN VIEW SQUARE OPTION PLAN VIEW
PIPE (CSP) DETAILED IN THE PROJECT PLANS
INSTALLATION
MATERIAL NOTES
SHALL BE IN ACCORDANCE WiTH VDOT ROAD AND
2 FLAT BAND DETAIL THE ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF BRIDGE STANDARDS AND IN CONFORMANCE VM 4. TRIM OPENING WITH DIAGONAL x4 BARS, EXTEND
THE LATEST EDITION OF THE VDOT ROAD AND BRIDGE SPECIFiCATKINS ITHE PROJECT PLANS AND SPECIFICATIONS. IF BARS A MINIMUM OF 12" BEYOND OPENING, BEND
3 SCALE N T S THERE ARE ANY INCONSISTENCIES OR CONFLICTS 1, DESIGN LOAD HS25 BARS AS REQUIRED TO MAINTAIN BAR COVER
PIPE ITHE CONTRACTOR SHOULD DISCUSS AND RESOLVE
WITH THE SITE ENGINEER. 2, EARTH COVER= I' MAX 5. PROTECTION SLAB AND ALL MATERIALS TO BE
THE CSP SHALL BE MANUFACTURED IN ACCORDANCE WITH THE APPLICABLE REQUIREMENTS PROVIDED AND INSTALLED BY CONTRACTOR
OF THE THE LATEST EDITION OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS. THE PIPE 3. CONCRETE STRENGTH-3,WOpd IN
SAS, GAGES AND CORRUGATIONS SHALL BE AS SHOWN ON THE PROJECT PLANS. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR ACCORDANCE WITH VDOT A3.8 GENERAL- 4, DETAIL DESIGN BY DELTA ENGINEERING, SINGHANITON, NY
TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES 4,REINFORCIPIG STEEL =ASTM A615, GRADE 60
ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THE UNITED STATES MANHOLE CAP DETAIL
&PROVIDE ADDITIONAL REINFORCING AROUND
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 �r OP 00
„� DESIGNED BY: PROJECT. SET REV. N0.
3 REVISED DETAIL FOR SOUTH SWM FACILITY PER JDB A L B EMA R L E PLACE 9
SHOP DRAWINGS PROVIDED BY CONTECH JDB 8/9/11 ,� ' ENGINEERS DRAWN BY: STORMWATER MANAGEMENT PLAN
"' .:„ ,, ,: ' `V_ SURVEYORS ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER:
6 REVISED DETAIL FOR NORTH ';SWM ,' FACILITY PER SHOP TLB
- � E PLANNERS TITLE:
DRAWINGS PROVIDED BY CONTECH JDB 7/24/13 1c. o. 2257 AsSOCIATES DIHR BY: DETAILS C -27 RE- SUBMITTAL TO COUNTY JDB 9,1220113 c H
0 � � y PO Box 41 L9 3040 Avemor, Squaw Pl SHEET NUMBER:
'�' {� Lyncir6urg,VA24502 Charlottesville, A22911 WWA NUMBER: FILE NAME: SCALE: DATE:
9 REVISED INVERTS FOR INFLOW PIPES TO NORTH SWM FACILITY JDB 4/16/14 SSIONAL � P,1une 4343166080 Phmle 43498.12700 208026.04 304209C_C27.dwg H: N/A O� /�O/10 30 O f �%
N0. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE ���� ��o� lawa'wtassoclatesnet V: N/A
I�-
{ C'O-lV'� 1
1 I
INTERRUPTED BAR
REPLACEMENT,
SEE NOTE 6
SPECIFICATION FOR CORRUGATED STEEL PIPE - ALUMINIZED TYPE 2 STEEL HANDLING AND ASSEMBLY STANDARD STANDARD
REINFORCING, REINFORCING, OB
SCOPE SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS SEE TABLE SEE TABLE
OF THE NATIONAL CORRUGATED STEEL PIPE
THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF THE CORRUGATED STEEL ASSOCIATION(NCSPA) ROUND OPTION PLAN VIEW SQUARE OPTION PLAN VIEW
PIPE (CSP) DETAILED IN THE PROJECT PLANS
INSTALLATION
MATERIAL NOTES
SHALL BE IN ACCORDANCE WiTH VDOT ROAD AND
2 FLAT BAND DETAIL THE ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF BRIDGE STANDARDS AND IN CONFORMANCE VM 4. TRIM OPENING WITH DIAGONAL x4 BARS, EXTEND
THE LATEST EDITION OF THE VDOT ROAD AND BRIDGE SPECIFiCATKINS ITHE PROJECT PLANS AND SPECIFICATIONS. IF BARS A MINIMUM OF 12" BEYOND OPENING, BEND
3 SCALE N T S THERE ARE ANY INCONSISTENCIES OR CONFLICTS 1, DESIGN LOAD HS25 BARS AS REQUIRED TO MAINTAIN BAR COVER
PIPE ITHE CONTRACTOR SHOULD DISCUSS AND RESOLVE
WITH THE SITE ENGINEER. 2, EARTH COVER= I' MAX 5. PROTECTION SLAB AND ALL MATERIALS TO BE
THE CSP SHALL BE MANUFACTURED IN ACCORDANCE WITH THE APPLICABLE REQUIREMENTS PROVIDED AND INSTALLED BY CONTRACTOR
OF THE THE LATEST EDITION OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS. THE PIPE 3. CONCRETE STRENGTH-3,WOpd IN
SAS, GAGES AND CORRUGATIONS SHALL BE AS SHOWN ON THE PROJECT PLANS. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR ACCORDANCE WITH VDOT A3.8 GENERAL- 4, DETAIL DESIGN BY DELTA ENGINEERING, SINGHANITON, NY
TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES 4,REINFORCIPIG STEEL =ASTM A615, GRADE 60
ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THE UNITED STATES MANHOLE CAP DETAIL
&PROVIDE ADDITIONAL REINFORCING AROUND
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 �r OP 00
„� DESIGNED BY: PROJECT. SET REV. N0.
3 REVISED DETAIL FOR SOUTH SWM FACILITY PER JDB A L B EMA R L E PLACE 9
SHOP DRAWINGS PROVIDED BY CONTECH JDB 8/9/11 ,� ' ENGINEERS DRAWN BY: STORMWATER MANAGEMENT PLAN
"' .:„ ,, ,: ' `V_ SURVEYORS ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER:
6 REVISED DETAIL FOR NORTH ';SWM ,' FACILITY PER SHOP TLB
- � E PLANNERS TITLE:
DRAWINGS PROVIDED BY CONTECH JDB 7/24/13 1c. o. 2257 AsSOCIATES DIHR BY: DETAILS C -27 RE- SUBMITTAL TO COUNTY JDB 9,1220113 c H
0 � � y PO Box 41 L9 3040 Avemor, Squaw Pl SHEET NUMBER:
'�' {� Lyncir6urg,VA24502 Charlottesville, A22911 WWA NUMBER: FILE NAME: SCALE: DATE:
9 REVISED INVERTS FOR INFLOW PIPES TO NORTH SWM FACILITY JDB 4/16/14 SSIONAL � P,1une 4343166080 Phmle 43498.12700 208026.04 304209C_C27.dwg H: N/A O� /�O/10 30 O f �%
N0. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE ���� ��o� lawa'wtassoclatesnet V: N/A
SPECIFICATION FOR CORRUGATED STEEL PIPE - ALUMINIZED TYPE 2 STEEL HANDLING AND ASSEMBLY STANDARD STANDARD
REINFORCING, REINFORCING, OB
SCOPE SHALL BE IN ACCORDANCE WITH RECOMMENDATIONS SEE TABLE SEE TABLE
OF THE NATIONAL CORRUGATED STEEL PIPE
THIS SPECIFICATION COVERS THE MANUFACTURE AND INSTALLATION OF THE CORRUGATED STEEL ASSOCIATION(NCSPA) ROUND OPTION PLAN VIEW SQUARE OPTION PLAN VIEW
PIPE (CSP) DETAILED IN THE PROJECT PLANS
INSTALLATION
MATERIAL NOTES
SHALL BE IN ACCORDANCE WiTH VDOT ROAD AND
2 FLAT BAND DETAIL THE ALUMINIZED TYPE 2 STEEL COILS SHALL CONFORM TO THE APPLICABLE REQUIREMENTS OF BRIDGE STANDARDS AND IN CONFORMANCE VM 4. TRIM OPENING WITH DIAGONAL x4 BARS, EXTEND
THE LATEST EDITION OF THE VDOT ROAD AND BRIDGE SPECIFiCATKINS ITHE PROJECT PLANS AND SPECIFICATIONS. IF BARS A MINIMUM OF 12" BEYOND OPENING, BEND
3 SCALE N T S THERE ARE ANY INCONSISTENCIES OR CONFLICTS 1, DESIGN LOAD HS25 BARS AS REQUIRED TO MAINTAIN BAR COVER
PIPE ITHE CONTRACTOR SHOULD DISCUSS AND RESOLVE
WITH THE SITE ENGINEER. 2, EARTH COVER= I' MAX 5. PROTECTION SLAB AND ALL MATERIALS TO BE
THE CSP SHALL BE MANUFACTURED IN ACCORDANCE WITH THE APPLICABLE REQUIREMENTS PROVIDED AND INSTALLED BY CONTRACTOR
OF THE THE LATEST EDITION OF THE VDOT ROAD AND BRIDGE SPECIFICATIONS. THE PIPE 3. CONCRETE STRENGTH-3,WOpd IN
SAS, GAGES AND CORRUGATIONS SHALL BE AS SHOWN ON THE PROJECT PLANS. IT IS ALWAYS THE RESPONSIBILITY OF THE CONTRACTOR ACCORDANCE WITH VDOT A3.8 GENERAL- 4, DETAIL DESIGN BY DELTA ENGINEERING, SINGHANITON, NY
TO FOLLOW OSHA GUIDELINES FOR SAFE PRACTICES 4,REINFORCIPIG STEEL =ASTM A615, GRADE 60
ALL FABRICATION OF THE PRODUCT SHALL OCCUR WITHIN THE UNITED STATES MANHOLE CAP DETAIL
&PROVIDE ADDITIONAL REINFORCING AROUND
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 �r OP 00
„� DESIGNED BY: PROJECT. SET REV. N0.
3 REVISED DETAIL FOR SOUTH SWM FACILITY PER JDB A L B EMA R L E PLACE 9
SHOP DRAWINGS PROVIDED BY CONTECH JDB 8/9/11 ,� ' ENGINEERS DRAWN BY: STORMWATER MANAGEMENT PLAN
"' .:„ ,, ,: ' `V_ SURVEYORS ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER:
6 REVISED DETAIL FOR NORTH ';SWM ,' FACILITY PER SHOP TLB
- � E PLANNERS TITLE:
DRAWINGS PROVIDED BY CONTECH JDB 7/24/13 1c. o. 2257 AsSOCIATES DIHR BY: DETAILS C -27 RE- SUBMITTAL TO COUNTY JDB 9,1220113 c H
0 � � y PO Box 41 L9 3040 Avemor, Squaw Pl SHEET NUMBER:
'�' {� Lyncir6urg,VA24502 Charlottesville, A22911 WWA NUMBER: FILE NAME: SCALE: DATE:
9 REVISED INVERTS FOR INFLOW PIPES TO NORTH SWM FACILITY JDB 4/16/14 SSIONAL � P,1une 4343166080 Phmle 43498.12700 208026.04 304209C_C27.dwg H: N/A O� /�O/10 30 O f �%
N0. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE ���� ��o� lawa'wtassoclatesnet V: N/A
1 REVISED DETAILS PER NEW LOCATION 'OF SOUTH SWM FACILITY JDB 3118111 �r OP 00
„� DESIGNED BY: PROJECT. SET REV. N0.
3 REVISED DETAIL FOR SOUTH SWM FACILITY PER JDB A L B EMA R L E PLACE 9
SHOP DRAWINGS PROVIDED BY CONTECH JDB 8/9/11 ,� ' ENGINEERS DRAWN BY: STORMWATER MANAGEMENT PLAN
"' .:„ ,, ,: ' `V_ SURVEYORS ALBEMARLE COUNTY, VIRGINIA DRAWING NUMBER:
6 REVISED DETAIL FOR NORTH ';SWM ,' FACILITY PER SHOP TLB
- � E PLANNERS TITLE:
DRAWINGS PROVIDED BY CONTECH JDB 7/24/13 1c. o. 2257 AsSOCIATES DIHR BY: DETAILS C -27 RE- SUBMITTAL TO COUNTY JDB 9,1220113 c H
0 � � y PO Box 41 L9 3040 Avemor, Squaw Pl SHEET NUMBER:
'�' {� Lyncir6urg,VA24502 Charlottesville, A22911 WWA NUMBER: FILE NAME: SCALE: DATE:
9 REVISED INVERTS FOR INFLOW PIPES TO NORTH SWM FACILITY JDB 4/16/14 SSIONAL � P,1une 4343166080 Phmle 43498.12700 208026.04 304209C_C27.dwg H: N/A O� /�O/10 30 O f �%
N0. SHEET REVISION BY DATE NO. SHEET REVISION BY DATE ���� ��o� lawa'wtassoclatesnet V: N/A