HomeMy WebLinkAboutWPO201400031 Plan - Stormwater 2014-10-21GENERAL NOTES
OWNER:
LICKINGHOLE CREEK, LLC
Phase 2
P.O. BOX 1467
Phase 4
CHARLOTTESVILLE, VA 22902
DE VEL OPER:
RI VERBEND DEVELOPMENT, INC.
17.00
321 E MAIN S, SUITE 201
Units
CHARLOTTESVILLE, VA 22902
27
A TTN: ALAN TAYLOR
ENGINEER:
COLLINS ENGINEERING
1.020
200 GARRETT ST, SUITE K
1,000
CHARLOTTESVILLE, VA 22902
ROW (acres)
(434)293-3719
PRE-APPLICA TION
1.41
CONFERENCE:
JANUARY 23, 2012
TAX MAP NO.:
05600-00-00-095AO
9.09
DB 2733 PG 150
Open Space (acres)
05600- 00- 00- 095BO
11.29
DB 2733 PG 150
25.84
05600- 00- 00- 05300
36.45%
DB 4024 PG 489
TOTAL PROJECT AREA:
05600-00-00-095AO - 37.95 AC.
Total Project Density (du/ac)
05600- 00- 00- 095BO - 76.49 A C.
0.979
05600-00-00-05300 - 25.49 AC.
Total Project Open Space (ac)
139.93 ACRES TOTAL
PHASE 11-1 V PROJECT AREA: 93.84 ACRES
ZONING.
R-1 RESIDENTIAL
CLUSTER DEVELOPMENT AND BONUS DENSITY STANDARDS ARE BEING IMPLEMENTED
DENS/ TY-
ALLOWABLE DENSITY FOR STANDARD LEVEL CLUSTER DEVELOPMENT. 0.97 DUMC
�
+ 57 DENSITY BONUS FOR STREET TREES AS SPECIFIED IN SECTION 32.7.9
= 0.97 x [1+0.05] = 1.02 DU/AC
PROPOSED DENSITY-
PHASE ll: 27 UNITS 27126.48 AC. = 1.102 DU/AC.
PHASE Nl: 17 UNI IS 17117.00 AC. = 1.100 DU/AC.
PHASE I V.• 46 UNI IS 46150.36 AC. = 0.91 DU AC
TOTAL: 90 UNITS 9019384 AC. = 0.96 D61AC.
OPEN SPA CE:
OPEN SPACE A (PHASE 11) =0.66 AC
OPEN SPACE B (PHASE ll) =10.63 AC ((0.66-x-10.63)126.48 AC) =42.637 OPEN SPACE PHASE 1!
OPEN SPACE C (PHASE I!l) =2.31 AC
OPEN SPACE D (PHASE lI1) = 4.19 AC ((2-31+4.19)117.00 AC) =38.237. OPEN SPACE PHASE Ill
OPEN SPACE E (PHASE I V) =25.84 AC (25.84/50 36 AC) =51-J1% OPEN SPACE PHASE IV
TOTAL OPEN SPACE PROPOSED= 43.63 AC (43.63/93.84) =46.5% OPEN SPACE TOTAL
OPEN SPACE TO BE OWNED AND MAINTAINED BY THE HOMEOWNERS ASSOCIATION. ALL OPEN SPACE
SHALL BE RESERVED IN A DEED FOR THE COMMON USE OF LOT OWNERS IN THE SUBDIVISION.
BUILDING HEIGHTS.
MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 35 jFEET
SETBACKS:
FRONT.• 25'
SIDE: 15'
REAR: 20'
SUBDIVISION STREETS:
CURB & GUTTER
WA TERSHED:
LICKINGHOLE CREEK WATER SUPPLY WATERSHED
AGRICUL TURALI FORESTAL DISTRICT- NONE
TOPO & SURVEY-
TOPOGRAPHY IS COMPILED FROM SURVEY BY A COMBINATION OF ROUDABUSH, GALE AND ASSOCIATES AND
LOUISA AERIAL SURVEYS INC., JANUARY 2007.
BOUNDARY INFORMATION IS COMPILED FROM BOUNDARY DATA PROVIDED BY ROUDABUSH, GALE, AND
ASSOCIATES DATED APRIL 2013 AND ALBEMARLE COUNTY RECORDED SUBDIVISION PLATS.
DATUM:
NAD 83, BENCHMARK LOCATED ON TOP OF EX MH C.ZI-MH-81
EXISTING VEGETA TION:
PARTIALLY WOODED
LIGHTING.
NO LIGHTING IS PROPOSED
PHASING.
SITE TO BE DEVELOPED IN A MINIMUM OF THREE (3) PHASES ALL OPEN SPACE MUST BE A MINIMUM OF
257 OR GREA TER FOR EACH PHASE OF THE DEVELOPMENT.
PARKING.
2 OFF-STREET PARKING SPACES SHALL BE PROVIDED ON EACH SINGLE-FAM/L Y LOT ON -STREET
PARKING SHALL BE PROVIDED AS NOTED WITH THE STREET DESIGN.
BUILDING SITES.
PARCELS 1-133 MA Y NOT BE FURTHER DIVIDED. A M,IIN/MUM OF 6,038 SF BUILDING SITE AREA /S
PROVIDED ON EACH LOT. SEE DETAIL ON SITE PLAN' SHEET.
BURIAL SITES:
NO CEMETERIES WERE FOUND DURING FIELD INVESTIGATION OF THE SITE.
STREAM BUFFERS:
THE STREAM BUFFERS SHOWN HEREON SHALL BE MANAGED IN ACCORDANCE WITH THE ALBEMARLE
COUNTY WATER PROTECTION ORDINANCE
RETAINING WALLS:
NO RETAINING WALLS ARE PROPOSED
CRITICAL SLOPES. •
CRITICAL SLOPES ARE EXISTING ON SITE AS SHOWN ON THE PLAN. A SEPARATE WAIVER REQUEST HAS
BEEN APPROVED FOR THE 1.40 AC. OF PROPOSED CRITICAL SLOPE IMPACTS UNDER THE PRELIMINARY
PLAT APPROVAL SUB2012-38.
IMPERVIOUS AREAS:
SEE CHART
Westlake Hills
Phase 1
Phase 2
Phase 3
Phase 4
Acres
46.09
26.48
17.00
50.36
Units
47
27
17
46
Density (1.02 Max)
1.020
1.020 1
1,000
0.913
ROW (acres)
7.14
2.28
1.41
3.92
Lots (acres)
22.15
12.91
9.09
20.60
Open Space (acres)
16.80
11.29
6.50
25.84
Open Space %
36.45%
42.63% 1
38.23% 1
51.31%
Total Project Density (du/ac)
0.979
>
Total Project Open Space (ac)
60.43
NO TES:
1) THIS PROPERTY DOES NOT LIE WITHIN AN AGRICULTURAL ANDIOR FORESTAL. DISTRICT.
2) ONLY (1) DWELLING PER LOT SHALL BE ALLOWED.
3) THIS 100 -YEAR FLOODPLAIN LIMITS EXIST ON THE SUBJECT PARCEL, PER ON FEMA MAP NUMBERS 51003CO2290,
51003CO235D, 51003CO237D, & 5100,3CO245D ADOPTED FEBRUARY 4, 2005. THE PROPOSED DEVELOPMENT SWM
PONDISEDIMENT BASIN OUTFALL STRUCTURES AND SANITARY SEWER EXIST WITHIN THESE LIMITS.
4) EACH LOT AS SHOWN HEREIN CONTAINS A BUILDING SITE WITH MINIMUM 6,038 SF BUILDING SITE AREA AS SHOWN ON THE
SITE PLAN, WHICH MEETS THE REQUIREMENTS OF SECTION 4.2.1
5) ALL PROPOSED UTILITY AND DRAINAGE EASEMENTS SHALL BE DEDICATED TO PUBLIC USE.
6) STREET TREES SHALL BE PROVIDED ALONG ALL THE PUBLIC STREETS 40' O.C. IN ACCORDANCE WITH '/DOT AND
ALBEMARLE COUNTY STANDARDS.
7) THE STREAM BUFFER SHOWN HEREON SHALL BE MANAGED IN ACCORDANCE WITH THE WATER PROTECTION ORDINANCE OF
ALBEMARLE COUNTY.
8) UTILITY EASEMENTS SHALL BE CENTERED ON THE AS -BUILT LOCATIONS OF WATER AND SEWER FACILITIES.
PHASE II III & IV WPO PLANS
WHITEHALL DISTRICT
ALBEMARLE COUNTY, VIRGINIA
SHEET LAYOUT
SCALE: 1" = 300'
J11
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3
x SCOTT R. COLLINS �
No. 35791
. IONAL EIS
VICINITY MAP
SCALE: 1" = 2000'
WPO PLAN SHEET LIST
Sheet Number
Sheet Title
1
COVER SHEET
2
EXISTING CONDITIONS
3
GRADING PLAN & OVERLOT GRADING PLAN
4
GRADING PLAN & OVERLOT GRADING PLAN
5
STORMWATER MANAGEMENT PLAN (PRE -DEVELOPMENT)
6
STORMWATER MANAGEMENT PLAN (POST -DEVELOPMENT)
7
STORMWATER MANAGEMENT DETAILS
8
STORMWATER MANAGEMENT DETAILS
9
STORMWATER MANAGEMENT DETAILS
10
EROSION & SEDIMENT CONTROL NARRATIVE & DETAILS
11
EROSION & SEDIMENT CONTROL PLAN PHASE I
12
EROSION & SEDIMENT CONTROL PLAN PHASE II
13
EROSION & SEDIMENT CONTROL CALCULATIONS
14
EROSION &SEDIMENT CONTROL CALCULATIONS
15
MITIGATION PLAN
IUTAL
15 PAGES
APPROVED
by the Albemarle COLI ty
Gorlimu ijry C,Ievele pment Department
Date
;i
File, ;, •_i;' l
APPROVALS DATE
DEPARTMENT OF COMMUNITY DEVELOPMENT
PLA'NNER/ZONING.
ENGINEER
INSPECTIONS
ARB
DEPARTMENT OF FIRE RESCUE j
ALBEMARLE COUNTY SERVICE E A.CiT IORf 7.`Y
VIRGINIA DEPARMENT OF'TIZ.ANSPO TATIO
I-IEAI.1"114 DEPARTMENT
COLLINS ENGINEERING IS NOT RESPONSIBLE OR LIABLE FOR ANY CONSTRUCTION OR DAMAGES
TO THIS PROJECT PRIOR TO ALL FINAL PLAN APPROVALS.
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NOTES:
UNDER CONSTRUCTION. CONTRACTOR IS RESPONSIBLE FOR NOTIFYING THE ENGINEER OF ANY DISCREPANCIES BETWEEN CONTRACTOR SHALL VERIFY ALL TIE
-IN ROAD CONNECTIONS FOR WESTLAKE HILLS ROADS TO ANY ROAD EXISTING OR 20770 �SF
SCOTT COLLINS Z
THE EXISTING ROADS AND/OR CURB AND GUTTER AND THE PROPOSED ROADS, CURB & GUTTER. CONTRACTOR SHALL
-DR
CONTACT ENGINEER TO INSPECT CURB AND ROADWAY TIE-INS TO EXISTING ROADS, PRIOR TO ANY CONCRETE OR PAVEMENT
3,57
BEING PLACED.
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2. CONTRACTOR SHALL VERIFY CURB ELEVATIONS ADJACENT TO THE SANITARY SEWER MANHOLES TO ENSURE THAT NAL
19
MAN HOLE TOPS ARE CONSISTENT WITH TH E ADJACENT PROPOSED CURB ELEVATIONS. NAL
I-313, L=10'-
13. CONTRACTOR SHALL PROVIDE ENGINEER SURVEY WORKSHEETS OF ALL ROADWAYS, PARKING LOTS, ALLEYS, MANHOLE
TOPS AND DRAINAGE STRUCTURES PRIOR TO INSTALLATION OF CURBING, DRAINAGE, OR UTILITIES TO COLLINS 626.66
VEY
ENGINEERING FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. COLLINS ENGINEERING SHALL VERIFY ALL SURVEY
SHEETS TO ENSURE POSITIVE DRAINAGE AND PROPER ELEVATIONS FOR CONSTRUCTION. ........
-7- =14'
........ 0022
618.353
ALL PROPOSED SANITARY AND WATERLINE EASEMENTS SHALL BE DEDICATED TO ACSA FOR PUBLIC USE.
4
..........
ALL CROSS DRAINS AND UNDERDRAINS SHALL BE INSTALLED PER VDOT STANDARDS. 10
-3C, L=10'-
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\.Albemarle. County. Water Protection Ordinance.. Modified. Simple Method
Plan: Wostla . ke Hills Phase 11114 1 V SWM Proi . ect Area Water Resources Area- ... . .. . ......................
Developrnent Area
7----------------,1 ........
.Prep KKW Date:
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SCOTT, R.
SCOTT
COLLINS
AbDIT10NAL R�MTVA)z qPEDtrFOR-THEDEVELOPMENT. No. 35791
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place until the site is stabilized, and
5
permission has been obtained from the County erosion control inspector.
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U.S. Department 0 . I // / i i I � \k \ � �� , ,-- / �// / , / 11\
U.S. Department of Agriculture FL -ENG -21A - U.S. Department of Agriculture FL -ENG -21C I � � \�l I , \�\ �
f Agriculture I / /// lil I " , , \ � ,\ . k __1 ��/ / ,
Natural Resources Conservation Service 06/04 1 , Natural Resources Conservation Service 06/04 - - / i � I I \ /I , / -V rp
06/04 < -> ,,- �/' .� 11 \ \ \A- - \ , I
Natural Resources Conservation Service -, , � I I �� -_ .- ---- I 1\1�1�11 _/ / I / /,/ I", 0
1 .- - I \ \� ., - _� 1'�"11\ XI -1, ___ Z / A"� / "',
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TR 55 Worksheet 2: Runoff Curve Number and Runoff ( I / , // /// I i N \ I I �_ - ��\ \\ --�', ,- --/I� - , � ', ,1 /
- -
I . . . . . TR 55 Worksheet 3: Time of Concentration (Tc) or Travel Time (T,) � <1 . . . TR 55 Worksheet 4: Graphical Peak Discharge Method . I I . . - � - - / I / . 1\� , \ 2 I �, , / � I /, � � _��_
i � \ \ I \ i 1_�,_ __::�\_ __,_ i, f ,� I/
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Designed By: KKW, PE 3/4/2014 \� . ,
-IV Date: - - I �\ \ \ - - - � -
Project: . Westlake Hills Phases 11 - - Project: Westlake Hills Phases II -IV Designed By: KKW, PE Date: Project: Westlake Hills Phases II_IV Designed By: KKW, PE Date: 3/4/2014 __:::�:: , ,Z�_ // / / \\\, , \ \\ \ I --,, ��,,"�, � ,---'
�� \ -7- ---- ,'�- 11 SCOTT R. COLLINS'Z
Crozet, VA Checked By: KKW, PE Date: 3/4/2014, - -_ --- - I \ \ \ � \ �� � I I"?/ -, \ 0 �l
Location: - - --- - _�__�, \\ \ , �. 1�_ - il /11 ""," -_ 11 1�
Location: Crozet, VA Checked By: KKW, PE Date: 3/4/2014 Location: Crozet, VA Checked By: KKW, PE Date: 3/4/2014 ___ �Z_ �� \_J � , � �_) No. 35791 1
�
- - - --- --' \ � \\�' �, , '-,��,\� - � I - \
__ __ - ;�,� I � " __ 'i
, \ \ I � . \
, / , \ , - - - - --------- ____________________
....'r , , I . \ �, I �Z I zz::, � � �_ __ -
- , - _:���
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Check One: Present X Developed X I -1e00----:--- -- ,,, __- , _11_ - ---\, � I _� ,_ . � I ,:�t I t
-_ - i �\ 11 - � . , k+ I iA
Check One: Present X Developed X � ____ - ___11 I ) -- - . ��,,/-_ � _____________
I Check One: Present X Developed X - . ,�� \ -1 - I -
Check One: Tc X T, - I \ \ I , \\ ) - 'I-, ___
- - -, - X fi,� \, - 11 I
1. Runoff curve Number (CN) - 11 �� - - /, N �\ _\ .� \ \ `-, ------- -,
:�- _�- _/ , N _�
Through subarea . - � , �, \
I-- :_ _::::::- _::�� -- - ___ \�, � 1, \ )I � 1�, k I" I / IONAL 'F1
Drainage ,
Soil name and
Cover description
(Cover type, treatment, and hydrologic condition;
D.A. #2
Area
Product of
CN (weighted) =
Calculated
Area
hydrologic group
percent impervious; unconnected/ connected
CN
(Acres)
CN x Area
total product/
'S'Value
Description
(Appendix A)
impervious area ratio)
3. Rainfall, P (24 hour)- inches
7 Surface description (paved or unpaved)
Unpaved
totalarea
-
-
Unpaved
Impervious Areas
98
0.00
0.0
8 Flow Length, L (ft)
900
D.A #1
B
Woods in Good Condition
55
1.16
63.8
60.5
6,53
(Present)
0.106
Lawns in Good Condition (75%+ Groundcover)
61
12.58
767.4
-
0.098
-
-
Impervious Areas
98
6.45
632.1
5.25
5.25
D.A. #1
B
Woods in Good Condition
55
0.00
0.0
72.0
3.89
(Developed)
__�
Lawns in Good Condition (75%+ Groundcover)
61
15.22
928.4
1
-
-
0.22
Impervious Areas
98
0.00
0.0
690
-
D.A #2
B
Woods in Good Condition
55
2.93
161.2
59.1
6�93
(Present)
�5
Lawns in Good Condition (75%+ Groundcover)
61
6.24
380.6
_____
-
-
1.70
Impervious Areas
98
1.36
133.3
1.13
2.49
D.A. #2
B
Woods in Good Condition
55
0.00
0.0
70,0
4.29
(Developed)
2.55
Lawns in Good Condition (75%+ Groundcover)
61
4.25
259.3
-_
1
-
1
Impervious Areas
98
0.00
0.0
1
1
D.A #3
B
Woods in Good Condition
55
5.37
295.4
58�.5
7.09
(Present)
5.40
Lawns in Good Condition (75%+ Groundcover)
61
7.61
464.2
ROUTED
7.06
-
4.19
Impervious Areas
98
3.43
336.1
D.A. #3
B
Woods in Good Condition
55
0.00
0�0
71_7
3.95
(Developed)
Lawns in Good Condition (75%+ Groundcover)
61
8.44
514.8
-
-
-
ImperviousAreas
98
0.00
0.0
D.A #4
B
.
Woods in Good Condition
55
6.74
370.7
58.3
7.16
(Present)
Lawns in Good Condition (75%+ Groundco ier)
61
8.05
491.1
-
I m pervio us Area s
98
0.49
48.0
D.A. #4A
B
Woods in Good Condition
55
2.34
128.7
61-8
6.17
(Developed)
Lawns in Good Condition (75%+ Groundcover)
61
1.99
121.4
.
fmpervio us Areas
98
1.6Z
I / 8.4
D.A. #413
B
Woods in Good Condition
55
0.39
21.5
703
(Developed)
1
1
,Lawns in Good Condition (75%+ Groundcover)
1 61
, 4.50_J...
274.5
L_--
/ Segment ID:
D.A#1
D.A. #1
D.A #2
D.A. #2
D.A #3
D.A. #3
D.A #4
D.A. #4A
D.A. #413
(Present)
(Developed)
-
(Present)
(Developed)
(Present)
-
(Developed)
(Present)
(Developed)
(Developed)
- \"� \ � \ I 1< ",
Drainage Area Drainage Area Drainage Area Drainage Area Drainage Area Drainage Area Drainage Area Drainage Area Drainage Area -- -- ___ / , ---- \ \' \ � � \ I--,- / \
� -- //' __ , I 'I',
\�\\ 1_� _�__,_ / \ " \\
I--- / \ \\ \ \ _,__�,,_�, \ / ,
/ 1. Data Description Description Description Description Description Description Description Description Description ' \ I/ I . \ \II \\ �\ \ \__<� "I '\4 /-,-- / / -
, ,
D.A. #1 D.A #3 D.A. #3 D.A #4 D.A. #4A D.A. #413 �, - , , \\ \\ _J \.."', <, / S "
I
D.A #1 D.A #2 D.A. #2 Fk W4 ) .11 \ \ ',,\\ \ V ) 7, / / , " /
/ (Present) (Developed) (Present) (Developed) (Present) (Developed) (Present) (Developed) (Developed) OF_Vti=_5-��'- -_-_- � �_ \\ \,i I �/ \//%
Sheet Flow: (Applicable to T, only) C � 11 / (ii, � � r___; \
MileS2 = !11 - ----- �__ . \ <�, - ,/ I
Draina e Area (Am) in > ", \ L_ 1
9 0.0215 0.0339 0.0143 O�0088 0.0203 0.0185 0.0231 0.0075 0.0105 ?i I i
- - - - - \�, -, J
- ��- -
I Surface description (Table 3-1) Dense Grass Dense Grass Dense Grass Dense Grass Dense Grass Dense Grass Dense Grass Dense Grass Dense Grass - , �,, , \ J� v
Runoff curve number CN= 1 60.5 72.0 59.1 70.0 58.5 71.7 58.3 61.8 70.7 � ____ ,X , \-�� � I �; 1- __ \
�, (-_
/ 2 Manning's roughness coeff., n (Table 3-1 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 0.24 __ I I I __ \
- Time of concentration (Tc)= 0.24 0.17 0.18 0.16 0.19 0.18 0.22 0.14 0.21 - --:f- - __� \ ____ � \ ;_ \
100 100 100 100 100 100 100 100 100 - - - - �, I \ \'� . i -
\ � , \ I \
3 Flow length, L (total L < 100) (ft) Rainfall distribution type= I I 11 11 11 11 11 If 11 I I - ,\, -\ \\\ ,\ �\\, J __J - -
- I . I I - __ ___ , \11N ____ -_
"I
1 4 Two-year 24-hour rainfall, P2 (in.) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 3.7 11 ___ - �� _____ __ __ \ -\ \\\ \ __ �_
___ --- - - 1
5 Land slope, s (ft/ft) 0.03 0.07 0.07 0.06 0.06 0.05 0.03 0.06 0.03 11 0 0 0 0 0 __ __ - - - ____�_ ___ ___ \ I I- - __111 _______,� -----I- \1
- -
- throughout the watershed= - -- - ,- - � -_ ',- �__�� __Z� -- -
I SOA I Pond and swamp areas spread 0 0 .. . � 0 � - � � I - - =::�I_ .- _� - >-N \ 1. \1 - --_ -,,,, - ___
-�::� - - -- -_ --- --- Q
6 Compute Tt = [0.007(n-L)"'I / P,"' 1 0.19 [::�:O. =13 0.13 1 0. 1=4 0.14 1 0.15 1 0.19 0.14 1 - --- - , - _Z� _;� \ ___\ I , , > __
__ - - ---"!- --� \-\\ � - ---, ,
- �--<� ,',,
- - - - _�_� , ��
\ 1� -,N -,,-,- 1__�__
I
2
10
2
Frequency -years
-
2
- 10
n/a
Rainfall, P (24 hour)- inches
-
Shallow Concentrated Flow:
n/a -
Q- inches
-
0.64
1.70
I(Present)
-Runoff,
Q- inches
1.25
2.67
3. Rainfall, P (24 hour)- inches
7 Surface description (paved or unpaved)
Unpaved
Unpaved
Unpaved
Unpaved
Unpaved
U npaved
Unpaved
Unpaved
-
Unpaved -
8 Flow Length, L (ft)
900
799
884
350
902
570
460
70
218
x
9 Watercourse slope, s (ft/ft)
0.106
0.104
0,107
0.103
0.106
0.130
0.098
0.171
� 1
0.050
10 Average velocity, V (Figure 3-1) (ft/s)
5.25
5.25
5.25
5.25
5.25
5
5
6.5
3.6
1 11 Tt = L / 3600*V
1 0.05 1
0.04 1
0.05 1
0.02
__�
0.03 1
6.03
1 0.00
1 0.02 1
1
0.26
0.33
0.22
0.22
0.15
6. Unit peak discharge, Qu- csm/in
575
690
-
Channel Flow:
650
760
-
�
0)
620
750
-
-
�5
2. Frequency -years
2
10
2
Frequency -years
-
2
- 10
n/a
Rainfall, P (24 hour)- inches
3.7
5.6
n/a -
Q- inches
-
0.64
1.70
I(Present)
-Runoff,
Q- inches
1.25
2.67
3. Rainfall, P (24 hour)- inches
3.7
5.6
3.7
5.6 1
3.7
5.6
3.7
5.
Runoff, Q- inches
0.56
1.55
D.A #3(Present)
. Runoff, Q- inches
1.23
2.64
D.A. #3(Developed)
. Runoff, Q- inches
0.55 ,-
4. Initial Abstraction, la- inches
1.306
1.306
0.777
0.777
1.385
1.385
0.858
0.858
1.418
1.418
0.790
0.790
1.433
1.433
1.234
1.234
0.829
0.829
5. Compute la/P
0.35
0.23
0.21
0.14
0.37
0.25
0.23
0.15
0.38
0.25
0.21
0,14
0.39
0.26
0.33
0.22
0.22
0.15
6. Unit peak discharge, Qu- csm/in
575
690
-
-
650
760
-
-
620
750
-
-
560
860
-
-
-
7. Runoff, Q from Worksheet 2- inches
0,64
1.70
1.25
2.67
0.58
1.59
1.13
2.49
0,56
1,55
-
1,23
2,64
0.55
1.53
0.70
1.81
1.17
2.55
& Pond and Swamp adjustment factor, Fp
1
1
1
1 1 �
- - ---
1
1
1
1
1
1
1
1
1
1
1
1
1
1
9. Peak Discharge, Qp- cfs
1 7.93
25.23
ROUTED 1
5.40
17,37
-
ROUTED
6.99
23.61
ROUTED
7.06
24.80
4.19
11.72
ROUTED
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___ -� -_ --,, \�\ �
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, - - -, <� , \ \\\ '19 \ \ 0�
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-- - � -- - ----� ,\,. -,� \ \ 1 7 'A I . , _', Z
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, �
- `\ \� \ \ " C"OK �
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- 12 Cross sectional flow area, a (ft) �: �: I_ �!, . / / / I/,,, __ I Z/1 I I
�, / I / / -,��- -, -_ \ I I I LLJ
--- / , / 7 1 -Z �,Z��_ I " , ,,, I �_ - - -_ - "*
a) (U '_ cl�l , /0 ��, ��- � -_1 r , Z:� _77 --_-_ - I � 'i, \ \ \ \\\��,�v
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,��; - /� I , ��, _�\� \ , _, - - , --- , \ , \\ \ \� \\\ - - \ \ \ \ 1\ \ or
,
'A V` - /' -4--/1,- ��/ , AM , I Z , _/ ,Z ,,,'�, , - - ... �\ \ - -< - \ \ \�y \ - _�\
. /, / // I , � "�', , I Z - - - \ I \
__",.��/ t ��,, /�-,-� �// / Z -��-� , \ ��' �_p , �
E E / , _,_1 / I ,/ / / // , -� I ,__1'
0 t� 0 -� / ___ // ,/, __ �__ . -_ --- 1\ \,��\ \ "I \
.r �/ !* I ,�\� � \ \\ \ A I
t��
__ , � / 1 /7/., - / // - � 400" "_ �� � . � , I I I . - --\, � \\ \ \ \ \
,�"Z
"'o-_ / - I , , \
� -701 ,�/ �, ,---- /", /� / ��-v ---�Z- � � \ �V, C� �
13 Wetted perimeter, Pw (ft) ��/ / / \
", \ -
,/ /�,// - Ot
/ /
, ; / N/, , I.V
��,//, � � X � ,� /! 'n, ��
� � -_ / 11 I t'�\
14 Hydraulic radius, r = a/P, (ft) EZ 0 ,o= C- I-, � I __ � ___ / I I __ __ __ - ___� -\ ,\��, \ . \
it' - - __ / / / . , ,�'z** 7-,I'S4 - -'-t \� \ \ \ I _\ �_
- _r_ ow ___1 / //1 �/ / �/,///// � , , \ �1_1
-i ,-,-,> X, - \\ N \ , "I WA,
, � . I - 7_� � -- -- - -_ � Ii � � I 1\
- � ,A 6414F - - I I I I \, � \ -1 \�p �,,- \ \ \ ,
. J -_ , //, , // //P // , " ' ... L ,\ \, 1\ - __1\ , 'Y ') <� 1,
. I - __ :�� "� ____ / I � 0 1 .
N/A N/A N/A N/A N/A N/A N/A � 6 1 ',, _� Z.X, S __:_:�__ / * ' , 02 10 ,\ \ \\ -P, <, - Y \ , �
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Summary of Drainage Areas
2-YearStorm
10 -Year Storm
Drainage Area Description
Frequency -years
-
2
- 10
n/a
Rainfall, P (24 hour)- inches
3.7
5.6
n/a -
Q- inches
-
0.64
1.70
I(Present)
-Runoff,
Q- inches
1.25
2.67
D.A. #1(Developed)
-Runoff,
Runoff, Q- inche s
-
0.58
1.59
D.A #2(Present)
-
Runoff, Q- inches
:L13
-
2A9
D.A. #2(Developed) -
Runoff, Q- inches
0.56
1.55
D.A #3(Present)
. Runoff, Q- inches
1.23
2.64
D.A. #3(Developed)
. Runoff, Q- inches
0.55 ,-
1.53
D.A #4(Present) -
Runoff, Q- inches
- I -
1.81
D.A. #4A(Developed)
.
Runoff, Q- inches
-
. �
91.00
D.A. #4B(Developed)
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- � -
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Summary of Drainage Areas
Preclevelopment
Post -Development
D.A. #1 ]
13.74
D.A. #1 21.67
D.A. #2
9.17
D.A. #2 5.61
D.A. #3
12.98
,D.A. #3 1 11.87
D A #4
14.79
D.A. #4A 1 4.82 1
D.A. #413 1 6.771
50.68
50. 681
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\ . , - -� - 91 / I / I- -_ i ,
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,
. I
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1_� , - , - I ,� �_ / N I � /Z -/- �', / --- � N
, F I _�_ -_ . ::�_ - I , #,-
,� - / I - I I -- I /, �1_ 1� ", I e I 1,
I - I __ I Z �,
- � - ".4 - - -- - -_ - I I I ___��� , \ \ 11 I ,� I // �//,-�;�, , - i
/__- / __r , I - N,,, \ -� J � , -
__ / . �r-, / ��,, , , i , I �, �� �, I
1, < - , � - \\� 0- ,� ,� X , , X
� .
,- , � I /. I I �t, . 1'�� _�, - _�� / �, �
. � - . I "I / / /�// �,,, / �
1--r ) ��,'. /.� -�,� . . LY - . . - - __ - \ I � - - - - ", ,/' ,- Z I � -_ I
, - - - , -- - _. . I . . I . I . ,. 11 11 11 . .. �� 11 \, I # Z /�/ / �
-6 , . I .. I I/Y � I - �� �. � ./, I ,/ //,) � .1 . i. 11, ./;I, 1. ,I i - - -, / _/_ , , , -.,. � I 11 / -,//, // :// /_ -- - I
-,v � / : , - - - - ", � '\ Ali�- "I t
I _� / I/ / � U
- I I / ;
, 4Q I / .. I v- � , �, - / . . I I �' - , I I \ - -.,' \, _�__6 , , I I
. 1
I - \./.., . Z. I � � I . / I � " �... - I I I--- / / / i - . 11 � . 11 _', , - - - � I . . I � _-, � I � I - 7 . / / / ,1///// /// / / /' 4�
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Summary of Watersheds
-
2 -Year
10 -Yea r
Preclevelopment (cfs)
Post -Development (cfs)
Preclevelopment
(cfs)
Post- Development (cfs)
D.A. #1
7.93
D.A. #1
191
D.A. #1
25.23
D.A. #1
11.43_
-
D.A. #2
5.40
D.A. #2
1.31
D.A. #2
17.37
D.A. #2
4.89
D.A. #3
6.99
D.A. #3
2.47
D.A. #3
1 23.61
D.A. #3
20.29
D.A. #4
7.06
D.A. #4A
4.19
. -
D.A. #4
� 24.80
D.A. #4A
11.72
D.A. #413
1 0.58 1
D.A. #413
1 11.69
�
JTotals: 27.37
11.46 1
91.00
1 60.02 1
. i
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SCALE:
V:1"=5'
H:1 "=50'
10+50 11+00 11+50 12+00 12+50 13+010 13+50 14+00 14+50 15+00 15+25
Technical Bulletin 7 Minimum Standard 3.02
I glial' .4d.. t'
8eet-ion
0/0- elia. 3100 v
ca4 to W -i
y} ectvxal 411 Z'
:1--X .r' W_iar A 1/4 ?LOA
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00
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a' eCT44
l
i Jtr { , k , I \VD01 x3.31 '3.111'-f
CHID ) '
I i f? 1
I 4 I
------ 1111_ I
/ -
FIGURE 3,t1i - 7a
11omogenevus Enrhankrnents w1Neeprrgc Cownds
ogerrerlus fiN
3.3.1 Kj` r_ m- ----- 1
ut off trench 4' Wow suftobie
I mltetiol 1
S61 or rook > V L -_ _ - _-. _.. _- ._- _. - _..._ J
TYPICAL HOMOGENEOU$
EMBANKMENT
Transition NI
,-Rook or gravel
I'3. outlet Co., .trxa 2%
P4 riorat d eoeotor Foundation drain Blanket drain
FOUNDATION DRAIN BLANKET DRAIN
0*" Moir
Sand; qmd or reek
Rack or grovel
Rma to drain
Transition fitter Transition finer
CHIMNEY DRAiN TOE DRAIN
.11; 6 DIM0i orf -S -
MIN REQ'D.
WQV
TRAS
RACKS TOB
INSTALLED O
ALL
;IgiI
1 41
t
t, 123.
A$
ddL
!
'
i
Elevation Basin.
.1
$1
(2x) = 23,408
cf
ORIF
ES PER VSMH
TECHNICAL BULLETIN
#7
542 5;311
f
I
4. 111
1 �;x:53
5'13
/
32160'
564
WQV P
OVIDED = 32,397
cf
ORIFICE
COEFFICIENT=
0.6'
3,48.
24"
RCPiI RISE
AT ELEV. 551
33
RTEXTRASHi`RACK
LEV 55400'
I
_ 1111____
_--------
---________i_----Ii
I _.--- ---'
1 560
100
129
ki
I
Outlet structure o
'
__ .
IKANS3N-CONCRETE
TOP OF DAM;WIDTH=10'
ANTI=
AT
�. ,
_____ __
1111___-r __ __
_._---_---___
-1111_-__
__-__-___ _.___ ._.
_.__ T _____
_- _____.
__ _1 _11 -_-_-__
._ ___ 1111__-_
-.. 1111___--
__.______-1111_ -
--_-
SCS
name: 3.a -Year 24 -Hour SCS Method Storm
555
width for rest. (in) 0.000
\
t
100 YR WS
= 552.928
discharge (cfs) 25.213 at 12.o6 (hrs)
coefficient o.600
Hydrograph 3.
62' EARTNE
SIDE`SLOPE
FREEBOAR
EMERGENCY
AT ELEV. 552.33'
DURING THE
SPILLWAY WITH
PROVIDES
00 -YR STORM;__:_
2 1
1.072'
I
j
555
Culvert
--------
--
-
- - 10 -YR W
E. -_..___________________-_1
time of conc. (hrs) 0.2200
-- -- -- --
----- -- -
-------- -- -
--- -
- - _ __--_'-1111_--
--
I ---
---------
time limit (hrs) 30.000
length (ft) 1o.00co Orifice
Orifice
D (in) 24,000
- :551.96
W
'--
h (in) 0.000
routed true
,
Residences Length WidthI-- t1p Residences Lenc�tll_.,._._ W3. th iia subtotal
area (sf) o.o87
Length (ft) 244.000
peak flow (cfs) 61.028
time limit (hrs) 30,000
diameter or depth (in) 4.000
Slope 0.005
peak time (hrs) 11.967
I Rv t V
t,,.... (fes
width for rect. (in) 0.000
Manning's n 0,013
j
O
coefficient o.600 Inlet coeff. Ke 0.500
5.8" MAX
'ET
invert (ft) 546.000 Equation constant set 3
Hydrograph 2
multiple 4
Invert (ft) 542.000
__. 1111-1111_-
__-- _---.__-.-_�
-_-_ _ ________1
------ -- --__--
----___ 1111_ __
-
N
- - \ _- - -- -
v` ; __._. - ___-
EMBANKMEN
--1111_
- -_ _ --__ -
- 1111 _ _ -----
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v
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550
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•
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i
-
I
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i
i
New Devalopmetjt (FOI" tCfeV81(?ott1�E1�t Ar#�1, BatiStlti� itltlJ�I ti+r�uS dyer � 2�i°lob ......._...., __..__._....... _ ..
,c
i
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s
length (ft) 62.000
i
time of conc. (hrs) 0.2200
volume (cy) 4086.372
550
I `
_
____ ___ ` ___T
__, T _ --
-2-Yt3.1t1tS __
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12'MAX
invert (ft) 552.330
i
--�
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y
routed true
STORM
SEW
R i
peak flow (cfs) 129.669
= 548.10
peak time (hrs) 11,967
"Iiii,L
z �
volume (cy) 165o8.9o9
W.
1
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SCALE:
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10+50 11+00 11+50 12+00 12+50 13+010 13+50 14+00 14+50 15+00 15+25
Technical Bulletin 7 Minimum Standard 3.02
I glial' .4d.. t'
8eet-ion
0/0- elia. 3100 v
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FIGURE 3,t1i - 7a
11omogenevus Enrhankrnents w1Neeprrgc Cownds
ogerrerlus fiN
3.3.1 Kj` r_ m- ----- 1
ut off trench 4' Wow suftobie
I mltetiol 1
S61 or rook > V L -_ _ - _-. _.. _- ._- _. - _..._ J
TYPICAL HOMOGENEOU$
EMBANKMENT
Transition NI
,-Rook or gravel
I'3. outlet Co., .trxa 2%
P4 riorat d eoeotor Foundation drain Blanket drain
FOUNDATION DRAIN BLANKET DRAIN
0*" Moir
Sand; qmd or reek
Rack or grovel
Rma to drain
Transition fitter Transition finer
CHIMNEY DRAiN TOE DRAIN
/
/
/
/
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ar
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1 41
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t, 123.
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Area of
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/
Elevation Basin.
.1
$1
, 7k
W
M
3 A 6
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te�4
. ..-
542 5;311
f
I
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1 �;x:53
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/
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1111-r 3
4
4ap
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72
80
Vii
75
3,48.
,r
1r2
96
t14
%
&n11
routed true
U
100
129
ki
e ii
Outlet structure o
Curve
peak time (hrs) 11.967
Hydrograph 2
,,
�. ,
I
i �}*
'I
-
i43.r
r
n t4
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/
/
/
/
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ar
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RW
333;939:. Sf
2 -Year
10 -Year
13;914. df
Post -Development (cfs)
Predevelopment (cfs)
2T82.8 ct
/
7.93
,32,697 of
/
D.A. #1
Area of
D.A. #1F11.43
/
Elevation Basin.
Vol1. ume (cf)
Volume (cy)
/
1
.
(Sf).
✓I
storage (cy) 2133..663
542 5;311
0
I
544' 81()6-111
1 �;x:53
5'13
/
32160'
'1211.
,
56;3()5
2086'.
550 15480'
/
3`t 33:
1.552 17708,
,r
4361
64 2003117'
155,463
/
time of conc. (hrs) o.3.600
routed true
storage (cy) 4336.424
5 Outlet Structures
Outlet structure 3
peak flow (cfs) 28.663
discharge (cfs) 4.892 at 12,16 (hrs)
RW
333;939:. Sf
2 -Year
10 -Year
13;914. df
Post -Development (cfs)
Predevelopment (cfs)
2T82.8 ct
D.A. #1
7.93
,32,697 of
2.91
D.A. #1
Area of
D.A. #1F11.43
name: 2 -Year 24 -Hour SCS Method Storm
Elevation Basin.
Vol1. ume (cf)
Volume (cy)
(ft) Contours
1
.
(Sf).
CN 72.000
storage (cy) 2133..663
542 5;311
0
0
544' 81()6-111
1 �;x:53
5'13
546x. 10802-
32160'
'1211.
648` 12336:
56;3()5
2086'.
550 15480'
847579
3`t 33:
1.552 17708,
117;742
4361
64 2003117'
155,463
5758
Summary of Watershed
2 -Year
10 -Year
Predevelopment (cfs)
Post -Development (cfs)
Predevelopment (cfs)
Post -Development (cfs)
D.A. #1
7.93
D.A. #1
2.91
D.A. #1
25.23
D.A. #1F11.43
name: 2 -Year 24 -Hour SCS Method Storm
Totals: 7.93
2.91
25.23
11.43
VDOT STD. EC -1 CL. Al
RIPRAP W/GEOFABRIC
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t 1 Rile�i�` &M S�146SM141 L-13'; W1=6'; W2=19'; D=1.4'
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SWM FACILITY #z / /, / /,` j // //
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DETENTION BASIN I/ Z / ' ' f
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D A 2 / ' / /// / '' '' /' /' II/ I // SPILLWAY AT ELEV. 54;2.5 - . /
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SCALE; // / / / / / // / / / / / . i VDOT STD. EC -1 CL. Al
. / i / / /
r / / / / / ' / / / -/ / RIPRAP W/GEOFABRIC /
13.1=2,0' �/ / / / / / / / // i. / / /
/'. / / / / /i / / l / UNDERLAYMENT /
_ / /' /�11- 1 L=9'; W1=4.5'; W2=13.5'; D=1.4' /
,-/ // / / / / / / / / / / , X . / . / * // //
, / __1 j __ /' /' /' / / / f // / / NSfALL 3"-30HR DRAW OWN ' `-__ / 18" BARREL /
- - ' / f / / / f / / / / ' /6RIFICE AT' ELF,V:53 X00::..: // L=150 ; S=0.5% //
/ ! / "" `` -
\ / % / / / / / / / / AND 4-4 MIDL / INV iN: 538.00 /
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/ MANAGE FACILITY.#2
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T E5 DETENTION PR POSED 24 RISER AT ELEV. 541.50
9
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z / / / . �2 /
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BASIN
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SWIVI FACILITY
rFXTENDED DETENTION BASIN i
Basin Input Data
Inflow Hydrographs Routing Method: storage -indication
8 Contour Areas
3 Inflow Hydrographs
Hydrograph o
Elevation(ft) Area(sf) Computed Vol.(cy)
Hydrograph o
2 -Year 24 -Hour SCS Method Storm
542.00 58:moo
0.0
SCS
inflow (cfs) 28.645 at 13..98 (hrs)
544.00 $106.00
513.1
name: 2 -Year 24 -Hour SCS Method Storm
discharge (cfs) 2.911 at 3.2.56 (hrs)
546•oo 10802.00
1211.0
Area (acres) 23..670
water level (ft) 54$.096 at 12.58 (hrs)
547.50 12325.00
1853.0
CN 72.000
storage (cy) 2133..663
548.00 12$35.00
2085.9
Type z
discharge cfs 1. 10 at 12.2 hrs
9 (cfs) 3 4 (hrs)
550,00 15480.00
3133.1
rainfall, P (in) 3.700
Hydrograph 1
552.00 17708.00
436:.•3
time of conc. (hrs) 0.2200
10 -Year 24 -Hour SCS Method Storm
554.00 20037.00
5758.4
time increment (hrs) 0.0200
inflow (cfs) 6o.993. at 11.98 (hrs)
Start_Elevation(ft) 542.00
Vol.(cy) 0.00
time limit (hrs) 30,000
fudge factor 1.00
discharge (cfs) 3.1.425 at 12,34 (hrs)
water level (ft) 551.962 at 3.2.34 (hrs)
,
time of conc. (hrs) o.3.600
routed true
storage (cy) 4336.424
5 Outlet Structures
Outlet structure 3
peak flow (cfs) 28.663
discharge (cfs) 4.892 at 12,16 (hrs)
Outlet structure o
Curve
peak time (hrs) 11.967
Hydrograph 2
Orifice
name: Anti -Vortex Device
volume (cy) 3649.256
loo -Year 24 -Hour SCS Method Storm
name: 3o -hr Drawdown Orifice
multiple 1
1' factor applied to RR
ppt
inflow (cfs) 129.588 at 11.98 (hrs)
area (sf) 0.049
invert (ft) 55x..330
Hydrograph 1
discharge (cfs) 126.408 at 12,00 (hrs)
diameter or depth (in) 3.000
discharge into riser
SCS
name: 3.a -Year 24 -Hour SCS Method Storm
water level (ft) 552.928 at 12,00 (hrs)
storage (cy) 4988.412
width for rest. (in) 0.000
file: twentyfour.txt
Area (acres) 21.670
discharge (cfs) 25.213 at 12.o6 (hrs)
coefficient o.600
Hydrograph 3.
CN 72.000
water level (ft) 542.935 at 12,o6 (hrs)
storage (cy) 1341.528
invert (ftj 542.000
Outlet structure 4
Type 2
� -
multiple 1
Culvert
rainfall, P (in) 5,600
Invert
Outlet structure 1 rt ft 8 000
{) 53
discharge into riser
name: Barrel
time of conc. (hrs) 0.2200
i
Weir
e
Type 2
multiple 3.
time increment (hrs) o.o2oo
name: Emergency Spilllway Outlet structure 4
Outlet structure 1
discharge out of riser
time limit (hrs) 30.000
length (ft) 1o.00co Orifice
Orifice
D (in) 24,000
fudge factor 1.00
W
name: Mid -Flow Orifices
h (in) 0.000
routed true
,
Residences Length WidthI-- t1p Residences Lenc�tll_.,._._ W3. th iia subtotal
area (sf) o.o87
Length (ft) 244.000
peak flow (cfs) 61.028
time limit (hrs) 30,000
diameter or depth (in) 4.000
Slope 0.005
peak time (hrs) 11.967
I Rv t V
t,,.... (fes
width for rect. (in) 0.000
Manning's n 0,013
volume (cy) 7769.902
O
coefficient o.600 Inlet coeff. Ke 0.500
AND
S
SNE
'ET
invert (ft) 546.000 Equation constant set 3
Hydrograph 2
multiple 4
Invert (ft) 542.000
SCS
?:m
0
discharge into riser
,---.,------,e11-l_....1-_:1
name: loo -Year 24 -Hour SCS Method Storm
2
W
`'`
1111
-
Area (acres) 2x.670
KMEN'T -
Outlet structure 2
O
v
CN 72.000
V/
I
Weir
3..L
W
Type z
name: Emergency Spillway
New Devalopmetjt (FOI" tCfeV81(?ott1�E1�t Ar#�1, BatiStlti� itltlJ�I ti+r�uS dyer � 2�i°lob ......._...., __..__._....... _ ..
rainfall, P (in) 9.100
...
length (ft) 62.000
time of conc. (hrs) 0.2200
volume (cy) 4086.372
side angle 78.46o
I `
time increment (hrs) o,o2oo
I _ .
coefficient 3.300
540
time limit (hrs) 30,000
invert (ft) 552.330
i
fudge factor 1.00
I
multiple 3.
y
routed true
D DETENTION
discharge through dam
L
peak flow (cfs) 129.669
....-. ____ . _
peak time (hrs) 11,967
"Iiii,L
z �
volume (cy) 165o8.9o9
W.
Short Version BMI 1,P: !C1. _ ,utations For Worksheets 2: - t
Albemarle County Water Prote ion. Ordinance: Modified Simple Method
Plan- Westlake Hills Phase If -IV SIMI Factrw #1Waterkesour es Area: .uelopil,_-- w _. .__,._._.,. rr t t Arm
Prepa KKw PE Date:.
.hr P__ , ,. --. , ,�."., :.a, ___1,,,,.,.__. -- upx.�. -. 1-w 1,111,_. ,,,'-_ _ .,,.x_..__.,,.N_.. w.,:,�-,-","--,, .a...: -___.. ...-:04-Mar-14o"
Project Prairlage Area Designation PRE -DA# 1 POST -DA# 11
L storm pollutant export in pounds, L = [P(Pj)RV/'12 ] [ C(A)2.72
Rv m1.an runoff. coefficient, Rv= 0.05 + 0.0091(1)
Pi small storm carre bpn factor;: 0,9
I percent imperviousness
P annual precipitation, 43" m Albemarle Pre Pest
_ __ _ a
A project area in acres in.subject drainage area; A 13,74i_ 21;67 .)
__._,__ ,,.,.-_,_______,, ...,.___„
C potiuf1.
apt coneentraiiO , mgll or ppm target phgspftorus
f factor applied to RR
V regulred treatment yp0me in ;cy, U.5" cover imperv. area= A(l)43560(0' 511 "2)/27
RR required removal , L(post) -'f:x L(pre)
%RR rernoval efficiency , RR100/L(post)
JnVe moUs C10, over Gompukatioi (values 16 fleet & square fse )
Iterri
_. 1111 1111 ... ......__._ 11,11, ___. .y
,pre-dev�elopn n3. _ ...1111 __ _ . area 1111 ! 3.t develo merit_.._....-_._ __ 111 1.__ . _ . ._. `Area
_ 1111 A -----p - --- - - __,_ ._ ._. _. _ . __ _1,1. _ .. .
a Riiadway (includes C&G) � _ _ 11 .. ,, ,... _. _ , . __... __ _subtotallto#al F o way . (iriciud s C&C?) _ ..........._... ubfsatai
.- .--.----, --
i r... -_--- _._-111_1 __._ -, ; .. ........... ..........:..__ ----; j
-111.1... ,- ... 111,,..... 1.� 111111.111111- 1 7
Q2 2 10
B 2 x27
_.1-1111.11-1-111
I Residence Le 1 width ,no. no __„ ; subtotal.__._ Re den s 1111, Lein 3.h Wldtli no subtotal
j Driveway i Driveway i ... ,
:Sidewalks
iravelareas
,0
Actver grazed pas'
35 yards anti. cultivated
^ IAcUve prop; land
D
------ _ 11:_1__1 ____
Roadway Sidewalk
ire
28,�
/ / 10+00 10+50 11+00 1'1+50 12+00 12+50 13+00 13+50 14+00
/ 1
i
/' SCALE:
V:1 "=5'
H:1 "=50'
yI61 0 A-"r[e*O-VA MIN01 I Z
14+50 14+75
invert (ft) 542.500
MIN
i
Short Version BMP Computations For,Woritsheets 2 - S
t3rtvewa y 1111. 1111. 1 ...._,__r. _ _..
SWM. FACILITY
# 2
Albemarle County Water Protection Ordinance:`ModifIed Simple Methiod
EXTENDED DETENTION BASIN (2 W Q V)
CHNIC
L BU L
LL 2
ETIN -
#
Sid
Sidewalk
I _ _
Plan .._ _Westlake,HilIs base 11 TV $WM Facility ... _ _. Water Resources Area . t_ . �,e,�rst �r
I
1
Elevation Basin
In Data
Routing Method; storage -indication Basin put at
Inflow Hydrographs hs
Q
Pre ar r
11:11 � _e-- 1111,-.....,._-.,, ...� _-P .--..- -,.. ,:.-1-1 11__ .1 1 11 __...._.. ----. Via_ Mar 14
__ _..... -.._,_..,.._.._...-1.__1:11 _ ---- . 1__ 1111_ .. ____
Hydrograph o
4 Contour Areas
3 Inflow Hydrographs
_ 1111 _ __.
2-Year24-Hour SCS Method Storm
inflow (cfs) 7.303 at 11.94 (hrs)
El v don(ft) Area(sf) Computed Vol,(cy)
539.00 683.o.00 0.0
Hydrograph a
P!'O`eGt Drairfa a ACE'S: Designation PRE DA# 2 Pt?ST DA# 2
i
discharge cfs 1. 10 at 12.2 hrs
9 (cfs) 3 4 (hrs)
540.00 8034.00 274.6
SCS
2 -Year 24 -Hour SCS Method Storm
"__ _ ' " ...." __. , .---------. 1-_--1.1-1__ , ., _ 1111 1111 ,._.._...,., 1111... lI
water level (ft) 540.542 at 12.26 (hrs)
542.00 10488.00 958.6
Area {acres) 5.610
L storm pollutant e rt in r12 C(A)Z7 2
p mounds, i ' [F(p't)
storage (cy) 442.020
544-00 13001.00 1826.9
CN 70.000
.Ry mean runoff coefficient, Rv = 0,05 + 0.009(1)
Hydrograph 3.
Start_Elevation(ft) 539.00 Vol.(cy) 0.00
Type 2
rainfall, P (in) 3,700
Pj small storm correction factor, 0,5
10 -Year 24 -Hour SCS Method Storm
,
time of conc. (hrs) o.3.600
I percent imperviousness
inflow cfs 16.0 1 h
(cfs) 49 at 3.94 (hrs)
5 Outlet Structures Outlet structure 3
time increment {hrs} 0.0200
"..
F annual precipitation; 43 In Albemarle. Pre Post
discharge (cfs) 4.892 at 12,16 (hrs)
Outlet structure o Culvert
time limit (hrs) 30.000
A project area in acres in subject drainage area, A 917 61 '>
water level (ft) 541.833 at 12.16 (hrs)
Orifice name: Barrel
fudge factor 1.00
9
1111 ._,11 11 _ . _,........ _
C pollutant corlcentratoh, 0911 car ppm target phcshorus
storage (cy) 894.507
name: Low -Flow Orifices multiple 1
routed true
1' factor applied to RR
ppt
Hydrograph 2
area (sf) 0.04,9 discharge out of riser
diameter or depth (in) 33.000 D (in) 18.000
P
peak flow (cfs) 7.306
peak 11,938
VV required treatment volume in cy, 0,6' over imperv. area = A(I)43566(`Ci.5/12)/27
.
loo -Year z4 -Hour SCS Method Storm
width for rest, (in) 0.(000 h (in) 0.000
volume (cy) 854.250RR
required rernoval , Qpost) .4 x L(pre)
inflow (cfs) 34.934 at 11.94 (hrs)
coefficient o.6coo Length (ft) 15o.000
i
i
I%RR removal efficiency , RR1001i,(post)
discharge (cfs) 25.213 at 12.o6 (hrs)
invert (ft) 539.000 Slope 0.005
Hydrograph 3.
I
H 2:1
water level (ft) 542.935 at 12,o6 (hrs)
storage (cy) 1341.528
multiple 1L Manning's n 0.013
dischar e into riser Inlet coeff. Ke 0.500
9
SCS
10 -Year 2 -Hour SCS Method Storm
4
1, ervxius Cov+sr Computation values in feet '& a utare feet __ _ _---- _--,',.__._._.
1-� .-.-- --.. __ .a_._ !� ,-- - _. ,--,-,__ . --,- r __._w_�I_-,- ._-�._.__ ,-,--__._...._.._-,---...,___-.....__-_..._..__ .___._.... _.->.._, ,-- _...,___.___.________ "-------_.- .. 1111. __.._,__
item
I.
� -
Equation constant set
q 3 Area (acres) .610
ea (a ) 5
1111 .r.._. a w ...... ......... .. . 1111.. 1111... ...._.....ri .�..,, _.......... 1111. 1111_ . 1111. 1111 1111
r .. 1111.__ ,.. 1111.. 1111_., .<. ,...�1_1-1.1-1-1111-1-1-11 _ ... .:....1.111-1--_._. Y .. _ .. .
Uj
Invert
Outlet structure 1 rt ft 8 000
{) 53
C N 0.000
7
re leve 0 meat
l °Area ost develo n
l file t
p.. _ _ . _.
1111. , p.. 11:11 _..,.... , ._. _ ..� , ... _, 1111 _., . _ _ 1111 1111 1111 ... __ 1111 . 1111 Area
11..,..,.. �?..,.. _., 1111 ... ... ............................. . 1111_.,
rainfall, P (in) 9.300
i
Weir
e
Type 2
1 , . 1111.. „_ 1111 _..
Roadway (Includes C&G) v - -b _ al Roadway (includes C IG) subtotal
SIDE
FREIEBOAR
name: Emergency Spilllway Outlet structure 4
rainfall, P (in) 5.600
i ! _
r
1.065-
length (ft) 1o.00co Orifice
time of conc. (hrs) o,1600
_ 1111
i " ` "' ""' 4 3
0 16 9 6: 1cO
3 931
t :;. 30%
W
4
name. Mid -Flow w Orifi
side angle o ccs
e 8. 6<o
9 7 4
r 0200
ti me increment h s o.
( )
,
Residences Length WidthI-- t1p Residences Lenc�tll_.,._._ W3. th iia subtotal
i
I
coefficient 3.300 area (sf) o.o87
time limit (hrs) 30,000
, .,_, _subtoi „ 11-1-1_
/ / 10+00 10+50 11+00 1'1+50 12+00 12+50 13+00 13+50 14+00
/ 1
i
/' SCALE:
V:1 "=5'
H:1 "=50'
yI61 0 A-"r[e*O-VA MIN01 I Z
14+50 14+75
invert (ft) 542.500
MIN
i
"
EQ D. '�lVQV
- 4
t3rtvewa y 1111. 1111. 1 ...._,__r. _ _..
T
TRASH
ORIFICES
RACKS
b
T
PER V
BINSTALLEDON
E
MHT
CHNIC
L BU L
LL 2
ETIN -
#
Sid
Sidewalk
I _ _
i
I
1
Elevation Basin
i
discharge through dram
coefficient o.6
c e t oo
peak flow (cfs) 16.057
Homme ..:.....
(3 09 1 fomes
_ 1111 _ __.
x - 9
9 cf
1
`
peak time (hrs) 11.938
Gravel areas Area .. I. I
.11111I'L-
Gravel areas
Area .
25,881
�
Outlet structure zmultiple
4
volume c 18 o
( ) 4
Y 77 3
1111
1}.701.
i
�
1..7,
550
(
W V
Q
ROVID
-
-COEFFICIENT
D 7414cf
,
O
IFICE0.
�
6 I
SCS
i______ __ ,..n_.-._....__,,,_, _._.._.,.-, ..: _., . 399 445 x 0131
,_.m . -- ,,-,--,-.........
f
. .. ,m...,._. 1:80 221; x 0.08 =
24 RG�P
""
WIRA
I11 RISER
�'
AT'ELEV.
11 RE�TE7tNTI�jTCSE
41.5 0
f} XT
loo -Year 24 -Hour SCS Method Storm
554
_..v,,
Active crop' land
--___N___________-
w.._. _A _ . 1111.
1
i
I
\
discharge i nta riser
I
-
100-IYR
EE
i
I
i
I
WS
j ---
--
I
4r4'
F --'---C
E
MID
I
RT
EV. 54
LOW
AT -
I
-
i �
i
i
TOP
_
10'
I �
OF DA
__-_�
ARTH EI
I
WIDT
--------
N EMERGENC
i r r
=10 A ELEV. 544. oa
_1111_-_ _-_
Y SPILLWAY WI
i r
I
H 2:1
0
545
Type 2
� -
- -
� - 542.935
Uj
,
I
E
-
rainfall, P (in) 9.300
.00
�
11.1.1 .. , t. .... _ .;._.,,.
SIDE
FREIEBOAR
SLOPES
AT ELEV.
DURING
542.50 PROVIDE
THE 100-Y STORM R
R
r
1.065-
545
ST OR
SEW E
t :;. 30%
W
4
I
=
I
541.83
i
I
I
Y
I
I
�i
time limit (hrs) 30.000
I Rv t V
t,,.... (fes
2.7 M
O
RIPRAOUTF
RIPRAR
GRADING
AND
S
SNE
'ET
0 114
OO
_
_,
-2-YR
= 540.4
?:m
0
j 5 M
PONDING
,---.,------,e11-l_....1-_:1
2
W
`'`
1111
-
EMBA
HEIGHT
KMEN'T -
-
O
v
540 1
V/
I
Jam.
0-s_
3..L
W
j
i
New Devalopmetjt (FOI" tCfeV81(?ott1�E1�t Ar#�1, BatiStlti� itltlJ�I ti+r�uS dyer � 2�i°lob ......._...., __..__._....... _ ..
_
...
, DEP`�H
volume (cy) 4086.372
C f I (pre) * Rv(pre). ` L(pre)
I `
��
I _ .
540
-
i
.. _ ..- _... ...__._
17% De Io/}ra nt Area
I
w 1
y
XTEND
D DETENTION
PO
L
1...,111 1 -1 1I 11 .,_ _ 1111 _ r 1111_._ ... ___.
....-. ____ . _
�z
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w
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- --- --
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-� ----- -
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. _ -
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BOTTOM
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535
(
FORT
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AY
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VDO'f
; CL. AI
STD.
RIP
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OF BMSIfV�--�__-
ELEV�539.00
I
7 -a
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---____.�
SOOTING
18"RSP
I
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-
C-1 C
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! _-_ _
535
532
2.1 SIDE
I ELEVI.539.5
SL
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3. L=1501,`
S=0.5
I
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RIPRAPi
GEOFA
W/
RIC
532
WCom?
E
W=6; D=0.5'; L=4'
0"
INV IN. 538.00
NDERLAYMENT
70B NO.
o)
o U-.
C) M
o INV OUT. 537.25 ,-
=9'; W1=4.5'; W2=13.5;
D=1.4'
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u3.
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/ 1
i
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V:1 "=5'
H:1 "=50'
yI61 0 A-"r[e*O-VA MIN01 I Z
14+50 14+75
EXTENDED DETENTION FACILITY DATA'
Total. Proposed Clontributing Impervious Area=
Water Quality Vollume=
Minimum 2xWat r Quality Volume Required=
Water:QUality Vollume Provided=
Area of
Elevation (ft)Fore ay Volum (cO
Contour(
(sf)
53 184$ 0
540 2276 2,058
73,969 sf
invert (ft) 542.500
diameter or depth (in) 4.000
fudge factor 1.00
t3rtvewa y 1111. 1111. 1 ...._,__r. _ _..
Driveway ;
:^ _ 1111_., _ _ 1111, __
1111 , _
4.89
multiple
P
width for reit. in 0,x00
{ )
r
routed true
Sid
Sidewalk
I _ _
i
S dewalks
Elevation Basin
i
discharge through dram
coefficient o.6
c e t oo
peak flow (cfs) 16.057
Homme ..:.....
(3 09 1 fomes
_ 1111 _ __.
3,(30()I'll 38 $0,00C
539 6811
0
invert
invert (ft) 540,000
peak time (hrs) 11.938
Gravel areas Area .. I. I
.11111I'L-
Gravel areas
Area .
25,881
959
Outlet structure zmultiple
4
volume c 18 o
( ) 4
Y 77 3
1111
1}.701.
1))
x,3.3 7(7
1..7,
Curve discharge into riser
name; Anti -Vortex Device
Hydrograph z
_. ... . . ... . ..._. ,. ,x ..
VvfloCis, brush, C r SS Area
___ ....111,, � 111 1 ... _. . -,
`Actively -grazed pasture &
1111 ..,,., 11.11 1111.
Area
_ .11- 111 _ ...:"
multiple 1
SCS
i______ __ ,..n_.-._....__,,,_, _._.._.,.-, ..: _., . 399 445 x 0131
,_.m . -- ,,-,--,-.........
3;9941 arils and wit)vated turf
, n_,- _. . _ ..m.._ Y,_ ,_ ___M_ _.. _, .1111 M
. .. ,m...,._. 1:80 221; x 0.08 =
14,81,E
Invert (ft) 541.50(0
loo -Year 24 -Hour SCS Method Storm
`Active crop land Area
_..v,,
Active crop' land
_ _ . ,
.. ... 1111.
Area
w.._. _A _ . 1111.
discharge i nta riser
Are (acres) 610
Area { } 5
x 0 25
0)
x025.
1
N3
file: twent our.txct
'--
CN 0.000
7
u,.., _ „_ ,_ _..
Roadway Sidewalk
, R wa SI arae k
y
{ I
subtotal oad r S dews k
R
� ,ray 1
>
subtotal
0
Type 2
i
Uj
0-6
�..
o 6
� z
cc
rainfall, P (in) 9.300
f,,,,.. _.,._........,
f1 1
,,,,, , ,,,,,,,,,.,...-,,.,.,.,....,.........._,....,,
11.1.1 .. , t. .... _ .;._.,,.
2 5 1.
4 1 ', `� _,,:
. 1111_ ,.
J
time of conc. (hrs) o.3.600
Impervious Cover
r 1°tor
`
t :;. 30%
W
�0
°w
offawm
time increment (hrs) 0.0200
I--!
y'._ :'ti..,,:
1(pre)
4_.,_.:
I(Post)
W
�-
i
H
W
time limit (hrs) 30.000
I Rv t V
t,,.... (fes
O
0
fudge factor 1100
0 114
OO
J
z0)
?:m
0
routed true
,---.,------,e11-l_....1-_:1
2
O
00
U
m
Tz
peak flow (cfs) 34.950
O
v
V/
I
Jam.
0-s_
3..L
W
a -�
°
a -
O
peak time (hrs) 11.938
New Devalopmetjt (FOI" tCfeV81(?ott1�E1�t Ar#�1, BatiStlti� itltlJ�I ti+r�uS dyer � 2�i°lob ......._...., __..__._....... _ ..
_
...
volume (cy) 4086.372
C f I (pre) * Rv(pre). ` L(pre)
L(post) RR
% RR Area T pe
-o
.. 11 11 . <
11
`'% s I �` gr23 12 95
, _ ......,_ -, ._.:.......
11 10 13.&1
.. _ ..- _... ...__._
17% De Io/}ra nt Area
__. _... _
D
y
0
eu /.r a ,.ru _r ....F r
: 1111__.-.- _..._..... _ _..
1...,111 1 -1 1I 11 .,_ _ 1111 _ r 1111_._ ... ___.
....-. ____ . _
EXTENDED DETENTION FACILITY DATA'
Total. Proposed Clontributing Impervious Area=
Water Quality Vollume=
Minimum 2xWat r Quality Volume Required=
Water:QUality Vollume Provided=
Area of
Elevation (ft)Fore ay Volum (cO
Contour(
(sf)
53 184$ 0
540 2276 2,058
73,969 sf
2 -Year I 10 -Year
Predevelopment (cfs)
3;082 of
D.A. #2
5.40
Z,164 cf
1 1.31 D.A. #2 17.37 D.A. #2
4.89
7,414 cf
1.31 17.37 4.89
Area of
4u
Elevation Basin
Volume
(ft) Contours
(cf)
(cy)
(Cy)
(Sf)
V
U
539 6811
0
0
540 81034
7,4:14
275
. 10486
25,881
959
544 1.3001
49,325
1,827
Summary of Watershed
2 -Year I 10 -Year
Predevelopment (cfs)
Post -Development (cfs) Predevelopment (cfs) Post -Development (cfs)
D.A. #2
5.40
D.A. #2
1 1.31 D.A. #2 17.37 D.A. #2
4.89
Totals: 5.40
1.31 17.37 4.89
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7 SWM FACILITY #3 -- -_--- FORE -BAY-- "` ,' ; ,,C X ,
�\ EXTENDED ---__--"-_ ,/ .' / ;/' ,/'
\ \ DETENTION POND ---/
\ t 1- / / r'/
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\ \ \ / / /
\ \ \\ \\ \\ \ \ 1� FOREBA\Y SP`II,�LWA \ _ / 11
\ \\ \ \ \\ \\AT ELEV 544.0 \ \ \ \ t _ / ::, / /
\ \
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\ \ \ \ \ \ \\ \ \ \ "' � : / /
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1 \ \ \ \ \ \ \ \ \ \ \ \ \ \ t EX FENDED DETENTION BAS!
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r ,� / ) ORIFICE IAT ELEV. 4 .0 . /
/ 1-1 / // // \ ! i � t AND 4-4 �/lID-F'LO 1 \ - �\ PROP � " RI I'Z A �V. 547.17 /
"I �// // / /� it �' ' ORIFICES AT ELE 15 4. l0 t1 \ \ :,\. ....... Q /
>::.:.: /
�� / / / } ; i I I \ .n I /
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/ / / ! i I I I I I 4 \ ,. \ 0 18 BARREL !
' i / / / I I I i ' ; ` .. .. L=110 ; S=0.5°lo f
I l ` INV IN: 540,00 1
". / � / / i I I i I \ , ; \ \ � \ V OUT: 539.45 /
.. " / i i i ! \ �. /
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EXTENDED DETENTION FACItI 11»il Y DATA: / / / 90
Total. Proposed Contributing Impervious Area= 175,989 sf / / /
j I/VDOT STD. EC -1 CL. 1 ",1,.
I/ RIPRAP W/GEOFABRIG
Water Quality Volurr* 7,458 cf /
/ UNDERLAYMENT/
MiniI'llrrlum2xWater Qualify Voltame Required= 14,9'16 cf , L=16; W1=4.5;;*2=13.5'; D=2.5'
W, titer Quatity Volume Firouided= 15,625 of / / � / O00
/ /
Area of Area of /' �'
" 00
1/1
Forabay V time cf Elevation Basin Volume cf Volurrie e "
Elevation (ft) Contours of ( ) (ft) Contours () (y)
(5f) (fit
? X58 0 2 5148 0 0
544 887 1,322 ', 6948 I2,(IS1 445
54.4.5 1314 1,796 544.6 75.61 15;625 579
546 14 9: 3,627 546 -,:w '?7,392 1,015
548 10484 46,I83 I,7I0
55th 12'{95 68,841 2I-,550
Summary of Watershed
2 -Year 10 -Year
Predevelopment (cfs) Post -Development (cfs) Predevelopment (cfs) Post-Development(cfs)
A. #3 6.99 D.A. #3 2.47 D.A. #3
DLTo
23.61 D.A. #3
20.29
tals: 6.99 2.47 23.61 20.29
SWC FACILITY ._# '' / f
d+ / // / / / % // / / /
EXTENDED // / / ;� /' / / / / /, / /
DETENTION POND / / / // // / /' / / /
A.
T STD. E�
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/
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/ // I I � PILLWAY AT.E�LEV. 58; .0 /
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PEP, VSMH1TECHN�ICAL
17:0.5
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550.00 12195,00
#7
rainfall, P (in) 3.700
1527.1
W/H
NSON CONCR
Start Elevation(ft) 542.00
TE 1
time increment (hrs) 0.0200
776
1168
1
ORIFI
E COEFICIE
0.6 !
3,280
12 t
routed true
-_----_._.__.'
8,814
A1VT1
VORTEX
TRAS
1.,
= �__
5 Outlet Structures
__.___-__�
555
r
Outlet structure o
O cru
Curve
MINIREQ'D.
t
\� 1
~�
�'_
i
/
'\ i=
T
P OF
AM WI
TH=10'1
diameter or depth (in) 3.000
i
'
l
�
`yam_-
cf
25 cf
1 1
4'-4"
MIDLOW
invert (ft) 542,000
Outlet structure 4
A
2
ELEV.1550.00'
' EARTHEN
ll
ERGENCY
\
�.:,'� - {BAY
' ^.
-
_ -/
Outlet structure 1
I
.. '. = �s�
_i
-YR WSE
W,
--
SE
(
AT
--
- -
I
SiDE
SL,NP
S A
ELEV.
'548.17
PROM
ES 1.0
550
STOR
_
SEW
Hydrograph 2
__
--__ , �
E
V
E 4
5
11
I .5 0
_ .':: ,:: _
F
�
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E OA
'RDD
8 -"AX
.�
100-1(R
i -
ST�R
1
�50
,
--� _ �. ,
LL AN
multiple 1
rainfall, P (in) 9.100
1
E 8,
time of cont. (hrs) 0.1800
�i
' - ()UT.L� ROTECTi ,...:.:
.
EMB
I HEIGHT
NKMENIT
__1 ...
_ EE IE ,.
`'..
side angle 78,460
i.-
_
- '.
_
kE
;�
- _ _
\
multiple 1
---i
_ _1 r - ___ -`
-,. -,_.
. ,
..
,... ;: w
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U
I
' EAFRT,,HEN
WITHI 2:11
GRAD!
545
G SHEET
SPILLWAY
AT EL
V.
,
DE
�
TH
i
j
i 1
_
. _ -_ _
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545
BO
TOM'
EXTENDEDDETENTiON FACILITY DATA
`Total Proposed Contributinc Invervmous Area=
Water Quality Volume=
Minimum. 2X Water, Quaiity Volume Required
Water Quality Volume Provided=
.Area Of
Fclrebay
Elevation (ft11
) Contours Volume (cf)
(5f)
57 140 0
578410 526.
Sao. 8101.724
X1.25 1121 2,926
SCALE:
V:1 "=5'
H:1 "=50'
10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+25
SWM FACILITY #3
EXTENDED DETENTION POND(2WQV)
Basin Input Data
TRASH
RACK., TO BE
INSTAIrLED
O
ALL '
542.00 5148.00
0.0
1
24" RCP
Ill RISER
A
ELEV,
547.17'
Area (acres) 11,870
546.00 8348,00
1014.5
ORIF14ES
PEP, VSMH1TECHN�ICAL
17:0.5
BQLLETi�
550.00 12195,00
#7
rainfall, P (in) 3.700
1527.1
W/H
NSON CONCR
Start Elevation(ft) 542.00
TE 1
time increment (hrs) 0.0200
776
1168
555
ORIFI
E COEFICIE
0.6 !
3,280
12 t
routed true
-_----_._.__.'
8,814
A1VT1
VORTEX
TRAS
RACK_______
5 Outlet Structures
__.___-__�
555
r
Outlet structure o
O cru
Curve
MINIREQ'D.
WQV
1 I
!
name: 3o -hr Drawdown Orifice
multiple 1.
T
P OF
AM WI
TH=10'1
diameter or depth (in) 3.000
i
'
width for rect. (in) 0.000
WQV P
(2x) = 14,916
OViDED = 15
cf
25 cf
1 1
4'-4"
MIDLOW
invert (ft) 542,000
Outlet structure 4
A
2
ELEV.1550.00'
' EARTHEN
E
ERGENCY
SPILLWAYIWITH
multiple 1
2
Outlet structure 1
discharge out of riser
100
_i
-YR WSE
W,
--
SE
RIFICE
AT
--
- -
I
SiDE
SL,NP
S A
ELEV.
'548.17
PROM
ES 1.0
550
STOR
_
SEW
Hydrograph 2
. 2'
1
E
V
E 4
5
11
I .5 0
multiple 4
F
�
EB
E OA
'RDD
8 -"AX
RING THE
100-1(R
i -
ST�R
1
�50
OUTF
LL AN
multiple 1
rainfall, P (in) 9.100
1
E 8,
time of cont. (hrs) 0.1800
�i
discharge into riser
time increment (hrs) 0.0200
EMB
I HEIGHT
NKMENIT
I
side angle 78,460
-
RIPRAP-SEE---
AT El�E'
kE
-546 0f?NDtNG
\
multiple 1
---i
--W
--
---
_----_---
U
I
' EAFRT,,HEN
WITHI 2:11
GRAD!
545
G SHEET
SPILLWAY
AT EL
V.
,
DE
�
TH
i
j
i 1
.'
-`_�
______
84.040'
DURRN
545
BO
TOM'
BOAR
F-
--
----
EXTEN
ED
=
IEL
��FO
°
THE 100
-
-YR Sl
F ' i
ORM
I
EBAY
585
-i
__
DETENT
-
ON--\
-YR
SE '
_
�
I
_____I___
!
�-
585
V. 542
J�
10' MA
-
-- -
--Po
_-
--
--
_ _
___
i
i
-
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WDO
540
FOREBAY
IPILLW
STD. ;EC -1
Y
BO
N
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` i
_._.�-.--__
I
__ -_.-----4..-______,
9.4 MAX
EC
R
-1 CL,
PRAP
1
/ 540
I
__VDOT
CL.
2:1
k1 RIPRAP
IDE SLOPES
_
0
EL
I
Ill SIN
V. 542.0
ORIFICE—-
EL
IFICE
V. 542
00
(
(
-
HT i
-GEOFABITFC
U
DER
YMEN
_-ELE
W=10';
..544.00_T___ -_----
D=0.5'; L=16
N l
I
FOO
_____
IND
-__-__1
71' ST
SDR
PVC SiS
-
5_._
�
- c
U °
X N
U-16;
\
W
2_=T3,5'
=4.5';
D=2.5'
5 35
T
Ur
DETEN6ED
18
I
CP 11 ►
SE �R
W
o
�1
535
IU)
Q Q)
w
t--
E
n�
575
°
1
0
Q
i
112072
\
-
I L=1
0,.S =0.�0/°
0
W 6
(n 7
0 ,n
SCALE
j F
E
REBAY'
EV. 57
I
.00
532
SIN
�
R#SER
FOOTING
I
SHEET NO.
! INV
N. 540.10
/
MENT
570
-------
1
_____-__.____._.
Y SPILLWAY
TD. Ed
RjIPRAPj
-1
532
__576_0
i
-30HR
_ __..___r_______I-._
WN
j
j
INV OUT. 539.45
__.,_,____________
n RCP
SEL;
l =
L-
�II W�-19
�-
_______-_
; W
3, 1
- ' , D�1.4
i '•
6,
'
570
(o
Ln
o o
`M,
(O
E
RIFICE,
EV. 57
LO
M
L lqt
L0
2.51%
SCALE:
V:1 "=5'
H:1 "=50'
10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+25
SWM FACILITY #3
EXTENDED DETENTION POND(2WQV)
Basin Input Data
Inflow Hydrographs
6 Contour Areas
3 Inflow Hydrographs
Elevation(ft) Area(sf) Computed Vol.(cy)
Hydrograph o
542.00 5148.00
0.0
SCS
544.00 6948.00
446.3
name: 2 -Year 24 -Hour SCS Method Storm
54450 7351.00
5787
Area (acres) 11,870
546.00 8348,00
1014.5
CN 71.700
548,00 10484.00
17:0.5
Type 2
550.00 12195,00
2549.7
rainfall, P (in) 3.700
1527.1
(00
time of cont. {hrs) 0.1800
Start Elevation(ft) 542.00
V0L(cy) o.00
time increment (hrs) 0.0200
776
1168
time limit (hrs) 30,000
0
57'0
fudge factor 1.00
3,280
12 t
routed true
3411.
8,814
peak flow (cfs) x6.359
581.5
43361
peak time (hrs) 11.970
5 Outlet Structures
Outlet structure 3
volume (cy) 1969.6o1
r
Outlet structure o
O cru
Curve
Hydrograph 1
Ori{ice
name: Anti -Vortex Device
SCS
name: 3o -hr Drawdown Orifice
multiple 1.
name: :o Year Hour SCS Method Storm
area (sf) 0.049
Invert (ft) 547,170
Area (acr
(acres) 11.870
diameter or depth (in) 3.000
discharge into riser
CN 71.700
width for rect. (in) 0.000
file: twentyfour.txt
Type z
coefficient o.6o0
Outlet structure 1
rainfall, P 5
invert (ft) 542,000
Outlet structure 4
hr .3.0
time of cont. (hrs) 0.1800
multiple 1
discharge into riser
Culvert
name: Barrel
time increment (hrs) 0.0200
fudge factor
multiple 1
time limit (hrs) 30,000
Outlet structure 1
discharge out of riser
fudge factor 1.00
routed true
Orifice
D (in) 18.0oc i
h (in) 0.000
peak flow (cfs) 34.992
name: Mid -Flow orifices
coefficient o,600
peak time (hrs} 11,970
area (sf) 0.087
Length (ft) 11o.000
volume (cy} 4213.074
diameter or depth (in) 4.000
Slope 0.005
invert (ft) 584.000
width for rect. (in) 0.000
Manning's n 0.013
Hydrograph 2
coefficient 0.600 Inlet coeff. Ke 0.500
SCS
invert (ft) 544,500 Equation constant set 3
name::oo-Year 24 -Hour SCS Method Storm
multiple 4
Invert (ft) 540.000
Area (acres) 11.870
discharge into riser
Curve
CN 71.700
I.11
}-
name: Anti -Vortex Device
Type 2
Outlet structure 2
multiple 1
rainfall, P (in) 9.100
Weir
Invert (ft) 582.5oo
time of cont. (hrs) 0.1800
name: Emergency Spillway
discharge into riser
time increment (hrs) 0.0200
length (ft) 20.000
file: twentyfour.txt
time limit (hrs) 30.000
side angle 78,460
fudge factor 1.00
coefficient 3.300
AT El�E'
routed true
invert (ft) 548.170
:2
peak flow (cfs) 74,613
multiple 1
peak time (hrs) 11.970
discharge through dam
Q) �_-
°v
volume (cy) 8983.463
160,968 sf
2 -Year
10 -Year
Predevelopment (cfs)
6,70.7 cf
Predevelopment (cfs)
Post -Development (cfs)
D.A. #4 1
13,414 cf'
D.A. #4A 1 4,19
D.A. #4 1 24.80
D.A. #4A 1 11.72
13,649 cf
D.A. #46 1 11.69
Totals: 7.06
4.77
Area of
23.41
632.4
Elevation
Basin
Volume (of)
VolulTne
(ft) Contours
1527.1
(00
Hydrograph
(
inflow (cfs) 18,353 at 11.98 (hrs)
Start_ Elevation(ft) 6.00
( 57
776
1168
0
0
57'0
2163
3,280
12 t
5>
3411.
8,814
3:26
581.5
43361
13;649
.506
5624805
diameter or depth (in) 1000
17,075
632-
width for rest. (in) 0.000
5024
27,88.1
.1,033.
586
7349
41,232
1,527
Summary of Watersheds
2 -Year
10 -Year
Predevelopment (cfs)
Post -Development (cfs)
Predevelopment (cfs)
Post -Development (cfs)
D.A. #4 1
7.06
D.A. #4A 1 4,19
D.A. #4 1 24.80
D.A. #4A 1 11.72
D.A. #413 1 0.58
D.A. #46 1 11.69
Totals: 7.06
4.77
1 24.80
23.41
SWM FACILITY #4
EXTENDED DETENTION POND (2WQV)
Basin Input Data Routing Method: storage -indication
7 Contour Areas
Hydrograph o
Elevation(ft) Area(sf) Computed Vol.(cy)
2 -Year 24 -Hour SCS Method Storm
576.00 si68.00
0.0
inflow (cfs) 8.446 at 11.98 (hrs)
578.00 2163.00
121.5
discharge (cfs) 0.581 at 12.80 (hrs)
580.00 3418.00
326.4
water level (ft) 581.371 at 12,88 (hrs)
581.25 4336.00
5055
storage (cy) 525,038
582.00 4805.00
632.4
true
584.00 6024,00
1032.6
Hydrograph i
586.00 7349,00
1527.1
10 -Year 24 -Hour SCS Method Storm
Hydrograph
1
inflow (cfs) 18,353 at 11.98 (hrs)
Start_ Elevation(ft) 6.00
( 57
Vol.(cy) 0.00
Y
discharge (cfs) 11.698 at 12.10 (hrs)
5 Outlet Structures
Outlet structure 2
water level (ft) 583.348 at 12.10 (hrs)
Outlet structure 0
Culvert
storage (cy) 892.152
Orifice
name: Barrel
0,2100
name: 3ohr Drawdown Orifice
multiple 1
Hydrograph 2
area (sf) 0.049
discharge out of riser
ioo-Year 24 -Hour SCS Method Storm
diameter or depth (in) 1000
D (in) 24.000
inflow (cfs) 39.606 at 11.98 (hrs)
width for rest. (in) 0.000
h (in) o.000
discharge (cfs) 36.972 at 12.02 (hrs)
coefficient o.600
Length (ft) 6o.000
water level (ft) 584.492 at 12.o2 (hrs)
invert (ft) 576.000
Slope 0.025
storage (cy) 1145-197
multiple 1
Manning's n 0.013
Area (acres)
discharge into riser
Inlet coeff. Ke 0.500
70.700
Equation constant set 3
2
Outlet structure 1
Invert (ft) 576.000
time of cane. (hrs)
Orifice
time increment (hrs)
0.0200
name: Mid -Flow Orifices
Outlet structure 3
fudge factor
area (sf) o.o87
Weir
true
diameter or depth (in) 4.000
name: Emergency Spillway
peaktime (hrs)
width for rect. (in) 01000
length (ft) 5.000
4966.242
coefficient o,600
side angle 8.46o
(-
invert (ft) 581.250
coefficient 3.300
i
I I
,RISER AT ELEV. 582.5
multiple 1
invert (ft) 584.000
LL AND
-SEE-
discharge into riser
multiple 1
\
- _
___
discharge through dam
\
W/HANS+Ofd
II ANSI-VORTEXT
- _____T_-
Outlet structure 4
CONCRETE
SH RACK
, __�
Curve
G SH�ET
I.11
}-
name: Anti -Vortex Device
IL t
i
multiple 1
Invert (ft) 582.5oo
DAMWIIDTH=110'
discharge into riser
,
file: twentyfour.txt
Inflow Hydrographs
name: z -Year 24 -Hour
SCS Method Storm
Area (acres)
6.710
CN 70.700
Type
2
rainfall, P (in)
3.700
time of cont. (hrs)
0,2200
time increment (hrs)
0.0200
time limit (hrs)
30.000
fudge factor
1.00
routed
true
peak flow (cfs)
8.452
peak time (hrs)
11.982
volume (cy)
10S9.044
Hydrograph
1
SCS
ETIN #7
i 1
name: 10 -Year 24 -Hour SCS Method Storm
Area (acres)
6.710
CN
70.700
Type
2
rainfall, P (in)
5.600
time of cont. (hrs)
0,2100
time increment (hrs)
o.o2oo
time limit (hrs)
30,000
fudge factor
:.00
routed
true
peak flow (cfs)
18,366
peak time (hrs)
11.982
volume (cy)
2301.251
Hydrograph
2
SCS
I__+44
'
name::o0-Year 24 -Hour
SCS Method Storm
Area (acres)
6110
CN
70.700
Type
2
rainfall, P (in)
9.100
time of cane. (hrs)
0.2100
time increment (hrs)
0.0200
time limit (hrs)
30,000
fudge factor
1.00
routed
true
peak flow (cfs)
39635
peaktime (hrs)
11.982
volume (cy)
4966.242
Routina Method: storage -indication
Hydrograph o
2 -Year 24 -Hour SCS Method Storm
inflow (cfs) x6,359 at 11.96 (hrs)
discharge cf 2. t 12.hr
d r age ( s) 467 a 32 (hrs)
water level (ft) 546.o8o at 12.34 (hrs)
storage (cy) 2039.359
Hydrograph 1
10 -Year 24 -Hour SCS Method Storm
inflow (cfs) 34.992 at 11.96 (hrs)
discharge (cfs) 2o.292 at 12.:o (hrs)
water level (ft) 548.277 at 12.10 (hrs)
storage (cy) 1819.333
Hydrograph 2
loo -Year 24 -Hour SCS Method Storm
inflow (cfs) 74,613 at 11.96 (hrs)
discharge (cfs) 72.o85 at 22.00 (hrs)
water level (ft) 548.924 at 12.00 (hrs)
storage (cy) 2082,324
Short V11 -ersion BMP Comiputat ens For Worksheets 2 -6
Albemarle County Water Protection Ordnance: Modified Simple Method
l" r r
P an 'Water Resou ces Area
1�Iestlake Nrlls Ph , Il 111 SWM Facllrt�!, .,, .....,... _„ -....: Development Area
Pre ares; Date,
KKW PE
04 Mar 14
p1. ,
11 11 .111.11 I . _. .
11 I
Project Lumina e Area Designation PRE -00 3 PoSTrD#
I ryroue Cv Ca utationvglues tiiet � s u 40
0)
Item 1
o-..µ. ,w : _ -,w, ., :._.. ,H ,. __Y ; ..._ . , w.r,m___ _ _, :.w_:, I
_ w _A n. - ,,, __ _ , y ___ _.,__ __ ..,_ __, _ w: 11.:.
1.
I 11
re-tilr�v to trHent 'k # dov�el me i
... - -. 1
_. ___, , __ , ,_ . _,__ __, ,,_ _„ ._, ._ . „ _ _ __ . . __ _ ,..P _.__ , . ___ _ , .. _ . ,_____ __ _.. - .... _ .. _ ---, _... _ . _ __ _ __..__ w . _ I
P . ._ m
, Raadrnray` (includes C&G) subtotal Roadway (incl1.
id s C&G) subteial i
__,.._.__... _.. __ ._ m . ,..._. _..._,
_...._. _ _ .,.,.. .____ .u__. ..ti__ r...._,_ ..._.__._
I Sidewalks
11(pro).
Area
Im
5
- , __ _ ___ - - , � �
Tec niaai Bullrtirt7 Minimum Standard 3.02
. I 1/8" gin P36t�[i nook
aiiaCd ai{h Ufa' faibster
g ff
»' 0-1/6.- dia. ,bcisft
t
;� .
� \-,-
Is<>azn'a rim
lA.1ty pian
L I Y-.» bdltod in' 87t -i
� strwWralp)"llie vita
0 `Z -d/8" Msoles eud 1/4" PWe ft
y ananuracX=Od by P)b20"6
r 0 50-'artime Ina, or equal.. -I
_. - +• •. 3F'- i sheen with opt -a.' Plat- 'I
t
3'iFt?T aid, coni. tpron
W k, k) ."OturO Plaatte With
,,• ,Z-2 8" halm gad 1/4' take
ae<,tion rnanutaAwed by Plmd}c
6ohition. hit. ar 'P4W°l
6f6" iiu3. hpi,b I
stal 22-1
L_ _ » ._ _- _ i j
Q°ri`lm�H°o' Zlevatior3
PF '1C gra wa.e &.a ,86
Q�I f�1: , P,Q. Hct 43
BMP L EBRI CAGE INS. Ift'h =
' W"..0-411;-aainlfmt.eatn
SCALE:
V:1 "=5'
H:1 "=50'
10+00 10+50 11+00 11+50 12+00 12+50 12+75
EXTENDED DETENTION BASIN 4 �
FIGURE 3,01- ltr
Hczlttogetteons :l rrr&inkrttenA W reef age controls
orriocfeneow fill
MIN
�EQ'D.
QV
.���
4 'rt n
?, ,./ / , . -1' . °s ` Apt Oft trench --4' b> OW 6=Die l
.
TRASH
CKS TP
BE INSTALLPD
TYPICAL. HOMOGENEOUS
ON ALL
EMBANKMENT
Trorisation fiil
805
QV P '
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GENERAL
, � � ,�, , EROSION CONTROL NOTES DESCRIPTION OF EROSION & SEDIMENT EROSION CONTROL NOTES & NARRATIVE
T. Pr- �71 Y D ES -1 UNLESS OTHERWISE INDICA TED ALL VEGETATIVE AND STRUCTURAL EROSION
L DETAIL GH FOR THE EN RU 0 WITHIN 30 DAYS OF FINAL S17E STABILIZATION, WHIEN MEASURES ARE NO LONGER NEEDED, FOR SITE MAlN7FNANCE.
LONG ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. APPLIES BELOW
DISTURBED AREAS WHERE THE TOTAL CON7RIBU77NG DRAINAGE AREA /S EQUAL TO OR SUBJECT TO APPROVAL BY 7HE COUNTY EROSION CONTROL INSPECTOR.
GREATER 7HAN THREE ACRES 7HERE MUST BE SUFFICIENT SPACE AND APPROPRIATE 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES MOT OBTAIN A PERMIT WITHIN 1 YEAR OF
TOPOGRAPHY FOR THE CON57RUC77ON OF A TEMPORARY IMPOUNDMENT. THE DA TE OF APPROVAL. (WATER PROTECTION ORDINANCE SEC77ON 17-204G.)
22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9)
3.18 OU7LET PROTECTION: MONTHS AFTER THE DATE THE LAND DISTURBING AC77WTY COMMENCED. (WATER
STRUCTURALLY LINED APRONS OR 07HER ACCEPTABLE ENERGY DISSIPATING DEVICES PLACED PR07ECT70N ORDINANCE SEC77ON 17-2078)
AT THE OUTLETS OF PIPES OR PAVED CHANNEL SEC77ONS TO PREVENT SCOUR AT
STORMWATER OUTLETS, TO PROTECT THE OUTLET S7RUCTURF AND TO MINIMIZE THE P07EN77AL ,SOIL DESCRIPTION
FOR DOWN57REAM EROSION BY REDUCING THE VELOCITY AND ENERGY OF CONCEN77?A7ED
STORMWATER FLOWS, APPLICABLE TO THE OUIZETS OF ALL PIPES AND ENGINEERED CHANNEL 81B - THURMONT LOAM, 27 TO 77 SLOPES. SOIL 1 WELL DRAINED, WITH MORE
SEC77ONS THAN 80 /N. DEPTH TO THE W47ER TABLE. MADE FROM COLLUVIUM
3.19 RIPRAP: DERIVED FROM GRANITE, GRANODIORI TE, AND GRANDE GNEISS, THIS SOIL
A PERMANENT, EROSION -RESISTANT GROUND COVER OF LARGE, LOOSE, ANGULAR STONE WITH HAS CONVEX DOWN AND ACROSS -SLOPE SHAPE. THIS SOIL HAS NO
FILTER FABRIC OR GRANULAR UNDERLINING. TO PR07ECT 7HE SOIL FROM THE EROSIVE FREQUENCY OF POND/NG OR FLOODING AND ,A MODERATELY HIGH TO HIGH
FORCES OF CONCENIRA7ED RUNOFF, SLOW THE VELOCITY OF CONCENTRATED RUNOFF WHILE KSAT WITH MODERATE WATER CAPACITY.
ENHANCING THE P071EN77AL FOR /NFIL77?A770N, AND TO STABILIZE SLOPES WITH SEEPAGE 7B - BRADDOCK CLAY LOAM -27 TO 7% SLOPES. SOIL IS WELL DRAINED, W17H
PROBLEMS, AND/OR NDN -COHESIVE SOILS. USE WHEREVER SOIL AND WATER INTERFACE AND MORE THAN 80 INCHES TO THE WATER TABLE. MADE FROM ALLUVIUM
77 -IE SOIL CONDITIONS, WATER TURBULENCE AND VELOCITY, EXPECTED VEGETA77VE COVER, ETC., AND COLLUVIUM DERIVED FROM ACID CRYSTALLINE ROCKS, THIS SOIL HAS
ARE SUCH 7HAT 7HE SOIL MAY ERODE UNDER 7HE DESIGN FLOW COND177ONS CONVEX DOWN-SLOPE AND LINEAR ACROSS -SLOPE SHAPE. NO
FREQUENCY OF PONDING OR FLOODING, HIGHt WATER CAPACITY, AND
3.31 TEMPORARY SEEDING MODERATELY HIGH TO HIGH KSAT.
THE ESTABLISHMENT OF A TEMPORARY VEGETA77VE COVER ON DISTURBED AREAS BY SEEDING
K17H APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS. TO REDUCE EROSION AND 37C3 - HAYESVILLE CLAY LOAM -77 TO 159. SLOPES'. SOIL IS WELL DRAINED,
SEDIMENTATION BY STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL WITH MORE THAN 80 INCHES TO THE WA7FR TABLE MADE FROM
GRADE FOR A PERIOD OF MORE THAN 30 DAYS. TO REDUCE DAMAGE FROM SEDIMENT AND
AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND
S+
CONTROL MEASURES:
ROADS
ROADS
1. THE OWNER/CLIENT OF THIS PROPERTY IS.
MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF
-
Water Application
LICKINGHOLE CREEK, LLC
THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA
Dilution. Type of Rate
Al�i� (IAftlak : RAtcr) � Ist2 /Ag&
-1 EXISTING CULVERT
2421 IVY ROAD
REGULATIONS VR 625--02-00 EROSION AND SEDIMENT CONTROL
EROSION AND SEDIMENT CONTROL MEASURES:
CULVERT
CHARLOTTESVILLE, VA 22902
REGULATIONS
IT IS ANTICIPATED THAT A CONSTRUCTION ENTRANCE, TEMPORARY DIVERSION
Resin in Water 4.2 Fine Spray 3Otl
2. THE DEVELOPER OF THIS PROPERTY IS.
ES -2: THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO
DIKES, RIGHT OF WAY DIVERSION, SEDIMENT TRAPS AND BASINS, OUTLET
RED TOP GRASS 2 LBS.
SEED. TO REDUCE E=ROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED AREAS. TO
DROP INLET &STRUCTURE N0.
A
RIVERBEND DEVELOPMENT, INC.
321 E MAIN ST, SUITE 201
THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE
PROTECTION, INLET PROTECTION, AND SILT FENCE WILL BE INSTALLED TO
f ;MI:
.
Sourcas Va. DSWC,
0
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CHARLOTTESVILLE, VA 22902
COMMENCEMENT OF LAND DISTURBING AC77VITY, AND ONE WEEK PRIOR TO
CONTROL SURFACE DRAINAGE. TEMPORARY SEEDING WILL BE USED IMMEDIATELY
CURB
IMPROVE WILDLIFE HABITAT TO ENHANCE NATURAL BEAUTY. UPON COMPLE77ON OF
THE FINAL INSPECTION.
MODERATELY HIGH TO HIGH KSAT.
Ew rr •'
AT7N: ALAN TAYLOR
ES-3:ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR
FOLLOWING ALL LAND DISTURBANCE ACTIVITIES TEMPORARY STOCKPILE AREAS
CURB & GUTTER
3. THESE PLANS HAVE BEEN PREPARED BY.•
TO OR AS THE FIRST STEP /N CLEARING.
WILL BE MAINTAINED FROM TOPSOIL THAT WILL BE STRIPPED FROM AREAS TO BE
PROPOSED PAVEMENT
COLLINS ENGINEERING, INC
ES -4:A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL
GRADED AND STORED FOR LATER SPREADING. STOCKPILE LOCATIONS SHALL BE
AUGUST 16 THROUGH OCTOBER ANNUAL RYE
200 GARRETT STREET, SU17F K
CHARLOTIES WlLLE, VA 22902
BE MAINTAINED ON THE SITE AT ALL 77MES
ON Sl7F AND SHALL BE STABILIZED WITH A TEMPORARY VEGETATIVE COVER.
EC -3A DITCH
TELEPHONE: (434) 293-3719 FACSIMILE: (434) 293-2813
ES-S:PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN
INDICATED ON THESE PLANS (INCLUDING BUT NOT LIMITED TO, OFF-SITE
PERMANENT SEEDING WILL BE PERFORMED FOR ALL AREAS WHICH WILL NO
DEPTH OF EC -3A DITCH
4. SOURCE OF TOPO & SURVEY TOPOGRAPHY COMPILED FROM SURVEY BY A
BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A
)
LONGER BE EXCAVATED AND WHERE CONSTRUC77ON ACT7V7TIES HAVE CEASED.
6„
COMBINATION OF ROUDABUSH, GALE AND ASSOCIA7FS AND LOUISA AERIAL SURVEYS
SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND
PERMANENT SEEDING SHALL ALSO BE PERFORMED FOR ALL DENUDED AREAS
TESTS AND APPLIED IN ACCORDANCE WITH VESCH STD. 3.32.
INC., JANUARY 20D7. BOUNDARY INFORMATION IS COMPILED FROM BOUNDARY DATA
B E PLAN APPROVING AUTHORITY.
APPROVAL Y TH LA
BE FT DORMANT R
WHICH WILL LE D OMAN FOR A YEAR DR MORE. SELECTION OF SEED
EC -2 DITCH
PROVIDED BY ROUDABUSN, GALE, AND ASSOCIATES, DATED APRIL 2013.
D B
ES -6: THE CONTRACTOR /S RESPONSIBLE FOR INSTALLA77ON OF ANY ADDITIONAL
MIXTURE WILL DEPEND ON 7HE 77ME OF YEAR APPLIED. TEMPORARY SEEDING
OF SEED APPLICATION, IN ACCORDANCE W/ VESCH STD 3.35,
5 ZONING: RESIDENTIAL, CLUSTER DEVELOPMENT AND BONUS DENSITY STANDARDS
EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND
FROM RESIDUUM WEATHERED FROM GRANITE ,AND GNEISS, THIS SOIL HAS
6" DEPTH OF EC -2 DITCH
ARE BEING IMPLEMENTED.
SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY.
WILL BE PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT
PERMANENT SEEDING SCHEDULE
6. TAX MAP AND PARCEL NUMBER: 05600-00-00-095A0, 05600-00-00-09580,
ES -'.ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL
FOR MORE THAN SEVEN DAYS. THESE AREAS SHALL BE SEEDED WITH FAST
-,,, EARTH DITCH
05600-00-00-05300
MEASURES AT ALL 77MES DURING LAND DISTURBING A077VI77ES AND DURING
GERMINA77NG VEGETA77ON IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS
NO SCALE
Z USGS DATUM: NAD 83
SITE DEVELOPMENT UNTIL FINAL 5 TA BIL IZA 77 ON IS ACHIEVED.
SELECTION OF SEED MIXTURE WILL DEPEND ON THE TIME OF YEAR APPLIED.
DRIVEWAY CULVERT
8. LOCATION/ADDRESS OF PROJECT EAST OF WESTHALL DEVELOPMENT
ES -8: DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN
HAYESVILLE LOAM -29 TO 77 SLOPES. SOIL IS WELL DRAINED, WITH
{STI}, & SPEC. 3.32 OF VIRGINIA EROSION &
9. TOTAL ACREAGE OF SITE: 24.53 ACRES
APPROVED WATER FILTERING DEVICE.
MORE THAN 80 INCHES TO THE WATER TABLIEE, MADE FROM RESIDUUM
+ BENCH MARK
10. SITE PHASING. MINIMUM FOUR PHASES
ES -9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES
3.01 SAFETY FENCE -SAFETY FENCE WILL BE INSTALLED AROUND ALL
11. PUBLIC UTILITIES. CONNECT TO EXIS77NG PUBLIC SEWER AND WATER
PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT.
PROPOSED SEDIMENT BASINS AND SEDIMENT TRAPS.
- CLEARING LIMITS
IANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFEC77VENESS
3.02 CONS7RUCTION ENTRANCE - ONE CONSTRUCTION EN7RANCE SHALL BE
- - -
* COLLINS ENGINEERING SHALL NOT HAVE AUTHORITY OVER CON7RACTOR'S WORK,
OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY.
INSTALLED AT WESTHALL DRIVE. THIS WILL BE THE ONLY POINT OF INGRESS
as VDOT STANDARD STOP SIGN
SAFETY PRECAUTIONS, SCHEDULES, OR COMPLIANCE WITH LAWS AND REGULATIONS.
WE SHALL NOT ASSUME RESPONSIBILITY FOR ANY CONSTRUC77ON STARTED PRIOR TO
CONTROL NOTES'
AND EGRESS TO THE SITE. CARE WILL BE TAKEN TO PROTECT ADJACENT
-- - - -200- ---- - - EXISTING CONTOUR
PLAN APPROVAL.
.EROSION
ROADWAYS FROM TRANSFER OF SEDIMENT.
1. THE PLAN APPROVING AUTHORITY MUST BE N077FIED ONE WEEK PRIOR TO THE
305 SILT FENCE- SILT FENCE WILL BE PLACED ON THE DOWNSTREAM SIDE OF
20O_ PROPOSED CONTOUR
PRE-CONS7RUC77ON CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND
DISTURBANCE WHERE N07ED ON THE PLANS.
DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO 7HE FINAL INSPECTION.
2. ALL EROSION AND SEDIMENT CON7ROL MEASURES WILL BE CONSTRUCTED AND MAINTAINED
307 STORM DRAIN INLET PROTECTION- IP WILL BE INSTALLED ON EACH
240.55 PROPOSED SPOT ELEVATION
-
ACCORDING TO MINIMUM STANDARDS AND SPECIFICA77ONS OF THE VIRGINIA EROSION AND
PROPOSED INLET AS SHOWN ON THE PLANS.
TBC DENOTES TDP BA
.�BACK OF CURB
T/B DENOTES TOP BOX
EROSION S'E'DIMENT CO �%TR®�
AND WRGIN/A RECULA77ONS VR 625-02-00 EROSION AND
SEDIMENT CONTROL HANDREGUBOOK
3.09 TEMPORARY DIVERSION DIKE- DIVERSION DIKES WILL BE USED AROUND THE
sic
J. ALL EROSION AND SEDIMENT CON7ROL MEASURES ARE TO BE PLACED PRIOR TO OR AS
PERIMETER OF SITE DISTURBANCE WHERE SHOWN ON THE PLANS TO DIRECT
* VIRGINIA EROSION & SEDIMENT CON7ROL
7HE FIRST STEP IN CLEARING.
RUNOFF TO ON-SITE SEDIMENT CON7ROL FACILITIES
EROSION CONTROL HANDBOOK SPECIFICA77ON NUMBER
.MEASURES.
4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE
313 TEMPORARY SEDIMENT TRAP- TEMPORARY SEDIMENT TRAPS WILL BE
*
STRUCTURAL EROSION AND SEDIMENT CONTROL PRAC77CES SHALL BE IN ACCORDANCE
MAINTAINED ON THE S17E AT ALL 77MES.
INSTALLED WHERE SHOWN ON THE PLANS
aIZGZC� STRAW BAIL BARRIER 3.04
WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. STRUCTURAL
PRACTICES USED IN THIS SEC77ON CONSIST OF THE FOLLOWING.•
5. PRIOR TO COMMENCING LAND DISTURBING AC77V777ES IN AREAS OTHER THAN 1NDICA7ED
ON THESE PLANS (INCLUDING, BUT NOT LMI7EED 7T0, OFF-SITE BORROW OR WASTE
314 TEMPORARY SEDIMENT BASIN- TEMPORARY SEDIMENT BASINS WILL BE
AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO
INSTALLED WHERE SHOWN ON THE PLANS.
DD ���► TEMPORARY DIVERSION DIKE 3.09
3.01 SAFETY FENCE.,
A PR07EC77VE BARRIER INSTALLED TO PREVENT ACCESS TO AN EROSION CONTROL MEASURE.
7HE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY
6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADD177ONAL EROSION
318 OUTLET PROTECTION- TO BE PROVIDED AT THE OUTFALL OF DRAINAGE
TO PROHIBIT THE UNDESIRABLE USE OF AN EROSION CONTROL MEASURE BY THE PUBLIC.
CONTROL MEASURES NECESSARY TO PREVENT ERsOSION AND SEDIMENTA77ON AS
PIPES WHERE SHOWN ON PLANS
ST MPW O TEMPORARY SEDIMENT TRAP 313
APPLICABLE TO ANY CONTROL MEASURE OR SERIES OF MEASURES WHICH CAN BE CONSIDERED
DETERMINED BY THE PLAN APPROVING AUTHORITY.
3.19 RIPRAP- RIPRAP SHALL BE INSTALLED AS OUTLET PROTECTION WHERE
UNSAFE BY VIRTUE OF POTEN77AL ACCESS BY THE PUBLIC.
7. ALL DIS7iURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT
SHOWN ON THE PLANS
(: SB SEDIMENT BASIN 3.74
3.02 CONS7RUCTION ENTRANCE:
ALL 77MES DURING LAND DISTURBING AC77Vl77ES AND DURING S17E DEVELOPMENT UN77L
FINAL STABILIZA77ON /S ACHIEVED.
3.3t TEMPORARY SEEDING- TEMPORARY SEEDING SHALL BE APPLIED WHERE
A STABILIZED PAVED CONS 7RUC77ON EN7RANCE WITH A WASH RACK LOCATED AT POINTS OF
8. DURING DEW417FRING OPERATIONS, W47E'R WILL BE PUMPED INTO AN APPROVED FILTERING
SHOWN ON THE PLANS.
0INLET PROTECTION 3.07
VEHICULAR INGRESS AND EGRESS ON A CONSTRUCTION SITE. TO REDUCE THE AMOUNT OF
DEVICE.
3.32 PERMANENT SEEDING- PERMANENTLY SEEDING SHALL BE APPLIED WHERE
MUD 7RANSPOR70 ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF.
9. THE CON7RACTOR SHALL INSPECT ALL EROSION C'0N7ROL MEASURES PERIODICALLY AND
SHOWN ON THE PLANS.
CONSTRUCTION EN7RANCES SHALL BE INSTALLED AS SHOWN ON THE PLANS TO REDUCE THE
AF 7ER EACH RUNOFF PRODUCING RAINFALL EVENT ANY NECESSARY REPAIRS OR
SF X --X _* SILT FENCE 3.05
AMOUNT SEDIMENT 7RANSPORTED ONTO PUBLIC ROADWAYS.
CLEANUP TO MAINTAIN THE EFFEC77VENESS OF INE EROSION CONTROL DEVICES SHALL BE
338 TREE PRESERVATION AND PRO 7FCT10N- 7REE PRESERVATION FENCING
MADE IMMEDIATELY.
SHALL BE INSTALLED WHERE SHOWN ON THE PLANS. NO TREES SHALL BE
CE
C0NS7RUC77ON ENTRANCE 3.02
3.05 S/LT FENCE. -HARMED
A TEMPORARY SEDIMENT BARRIER CONSIS77NG OF A SYN7HETIC FILTER FABRIC S7RETCHED
10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED DESIGNATED BORROW AREA.
11, ALL WASTE MA7E'RIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. EAR7H FILL
OUTSIDE OF THE LIMITS OF TREE PR07FC770N FENCING.
ACROSS AND ATTACHED TO SUPPOR77NG POSTS AND EN7RENCHED, TO INTERCEPT AND DETAIN
SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, RUBBISH, AND OTHER
3.39 DUST CONTROL- DUST CONTROL SHALL BE APPLIED THROUGHOUT THE S17E
SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONS7RUC77ON OPERA77ONS /N
DEBRIS.
WHERE SHOWN ON THE PLANS
S ' CHECK DAM 3.20
ORDER TO PREVENT SEDIMENT FROM LEAVING THE SITE, AND TO DECREASE THE VELOCITY OF
12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER
ZONING ORDINANCE SEC77ON 5.1.28.
SHEET FLOWS AND FLOW--TO-MODERATE LEVEL CHANNEL FLOWS THE SILT FENCE BARRIERS
SHALL BE INSTALLED DOWN SLOPE OF AREAS WITH MINIMAL GRADES TO FIL7ER SEDIMENT
13. ALL INERT MATERIALS SHALL BE 7RANSPORTED IN COMPLIANCE WITH SEC77ON 13-301 OF
STORMWATER MANAGEMENT.•
FD � TEMPORARY FILL DIVERSION 3.10
LADEN RUNOFF FROM SHEET FLOW AS INDICATED. THEY SHALL BE INSPECTED IMMEDIATELY
AFTER EACH RAINFALL AND MAINTAINED /N ACCORDANCE WITH THE VIRGINIA EROSION &
THE CODE OF ALBEMARLE.
14. BORROW, FILL OR WASTE AC77WTY INVOLVING INDUSTRIAL -TYPE POWER EQUIPMENT SHALL
STORMWATER RUNOFF QUANTITY WILL BE 7REATED ON-SITE THROUGH THREE
BE LIMI7ED TO THE HOURS OF 7.• OOAM TO 9.00PAA.
EXTENDED DETEN77ON PONDS AND ONE DETEN770N POND. THE ENTIRE PROJECT
S0, 0 DIVERSION 3.12
SEDIMENT CONTROL HANDBOOK (VESCH).
15. BORROW, FILL OR WASTE AC77WTY SHALL BE CONDUCTED IN A SAFE MANNER THAN
MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS,
IS INCLUDED IN A PRO -RATA SHARE FOR STORMWATER QUALITY WITH THE
LICKINGHOLE REGIONAL STORMWATER MANAGEMENT FACILITY. SEE STORMWATER
3 STORM DRAIN INLET PROTECTION:-
A SEDIMENT FILTER OR AN EXCA VA TED IMPOUND/NG AREA AROUND A STORM DRAIN DROP
S
PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANY
PUBLIC S77?EET BECAUSE D SLIDES, SINKING, OR sCOLLAPSE
MANAGEMENT PLAN SHEETS.
PS PERMANENT SEEDING 3.32
a
INLET OR CURB INLET. TO PREVENT SEDIMENT FROM ENTERING STORM RSYSTEMS
16. 7HE DEVELOPER SHALL RESERVE THE RIGHT TO IMSTALL, MAINTAIN, REMOVE OR CONVERT
ON OF THE DISTURBED AREA. INLET PR 07EC71 APPLIES
PRIOR TO PERMANENT STABILIZA77ON P
TO PERMANENT STORMWAT ER MANAGEMENT FACILI'77ES WHERE APPLICABLE ALL EROSION
WHERE STORM DRAIN INLETS ARE TO BE MADE OPERATIONAL BEFORE PERMANENT
DRAINAGE AREA.
CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT
MA/NTENAI�(CE.•
STABILIZA77ON OF THE CORRESPONDING DISTURBED
UNIT, BUILDING OR OTHER PORTION OF 7HE PROPIERTY
TO TD TOPSOILING 3.30
17. TEMPORARY STABILIZA77ON SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO
IN GENERAL, DURING CONSTRUC77ON 7HE RLD OR CONTRACTOR ON-SITE WILL CHECK
3.09 TEMPt1 AR RY DI►i RS/ON DIKE
A TEMPORARY RIDGE R COMPACIFD SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING
BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A
ALL EROSION AND SEDIMENT CONTROL MEASURES DAILY AND AFTER EACH
8 CIP
CULVERT INLET PROTECTION 3.08
DISTURBED AREA. TO DIVERT STORM RUNOFF FROM UPSLOPE DRAINAGE AREAS AWAY FROM
CONST MIX OF ANNUAL RYEGRASS AND CEREAL WM1VINSER RYE, SI /N MARCH AND APRIL TO
CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET.
SIGNIFICANT RAINFALL, MONITORING REPORTS WILL BE REQUIRED FROM THE RLD 1E.
UNPRO7EC7ED DISTURBED AREAS AND SLOPES TO A STABILIZED OU7LET. TO DIVERT
NEEDED. SPECIFIC ATTENTION WILL BE GIVEN TO THE FOLLOWING ITEMS.
- PP FACILITY SUCH
SEDIMENT -LADEN RUNOFF FROM A DISTURBED AREA TO A SEDIMENT IRA /NG L
STRAW MULCH /S TO BE APPLIED AT 80LBS 100S1F ALTERNATIVES ARE SUBJECT TO
a. SEDIMENT I R PS ILL BE LEANED AND MAINTAINED IN
SED MEN BASINS ANOfO TRA W C
DC DC --}- DUST CONTROL 3.39
AS A SEDIMENT 7RAIP OR SEDIMENT BASIN. USE WHEREVER STORMWA7ER RUNOFF MUST BE
D/VERAED TO PR07ECT DISTURBED AREAS AND SLOPES OR RETAIN SEDIMENT ON
APPROVED S THE COUNTY HALL B CONTROL INSPECTOR.
18. PERMANENT STABILIZA77ON SHALL LIME AND FERTILIZER, PERMANENT SEEDING, AND
ACCORDANCE WITH THE VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK.
7FMPORARILY
S/TE DURING CONSTRUC770N. THESE STRUCTURES GENERALLY HAVE A LIFE EXPECTANCY OF 18
S
MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF,
AGRICULTURAL
b. ALL INLET PROTECTION AND GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR
SEDIMENT BUILDUP THAT WILL PREVENT PROPER DRAINAGE, IF THE GRAVEL I'S
TSD - TEMPORARY SLOPE DRAIN 3.15
MONTHS OR LESS, WHICH CAN BE PROLONGED WITH PROPER MAIN7E`NANCE,
INCORPORATED INTO THE TOP 4-6 INCHES OF SOI/L. FER77LIZER SHALL BE APPLIED AT
1000LBS/ACRE AND CONSIST OFA 10-20-10 NU�7RIENT MIX. PERMANENT SEEDING SHALL
CLOGGED BY SEDIMENT, THE GRAVEL WILL BE REMOVED AND CLEANED, OR IT' WILL
8E REPLACED.
3.13 TEMPORARY SEDIMENT TRAP:
BE APPLIED AT 180LBS/ACRE AND CONSIST OF 9;5Z KENTUCKY 31 OR TALL FESCUE AND
c. ALL SILT FENCE BARRIERS WILL BE CHECKED REGULARLY FOR UNDERMINING sOR
ALL SILTFENCE
A TEMPORARY PONDING AREA FORMED BY CONS7RUC77NG AN EARTHEN EMBANKMENT WITH A
0-57. PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS STRAW MULCH IS TO BE APPLIED
OF THE FABRIC AND REPAIRED AS REQUIRED. SEDIMENT SHALL
e SAFETY FENCE 3.01
STONE OUTLET. TO DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DISTURBED AREAS LONG
AT 80LBS/IOOSF. AL7ERNA77VES ARE SUBJECT T01 APPROVED BY THE COUNTY EROSION
BE REMOVED WHEN THE LEVEL OF SEDIMENT DEPOSITION REACHED HALF WA )Y TO
ENOUGH TO ALLOW THE MAJORITY OF THE SEDIMENT TO SET7LE OUT. USE BELOW DISTURBED
CONTROL INSPECTOR.
THE TOP OF THE BARRIER.
AREAS WHERE THE TOTAL CONTRIBUTING DRAINAGE AREA IS LESS THAN 3 ACRES, WHERE THE
19. MAINTENANCE.ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH
SEDIMENT TRAP WILL BE USED NO LONGER THAN 18 MON77-IS, AND IT MAYBE CONS7RUC7ED
RAINFALL. ANY DAMAGE OR CLOGGING TO S7RUCTIURAL MEASURES IS TO BE REPAIR
d ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO SEE THAT A GOOD STAND
RW > TEMPORARY RIGHT -OF WAY 3.11
E�
EI7HER /NDEPENDEN71Y OR IN CONJUNC77ON Wl7H A TEMPORARY DIVERSION DIKE.
IMMEDIATELY SILT TRAPS ARE TO BE CLEANED WHEN 5OX OF THE WET STORAGE VOLUME
IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED.
,
DIVERSION
IS FILLED Wl7H SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY
/N CASE OF EMERGENCY, THE PRIMARY CONTACT FOR THE PROJECT WILL BE THE RLD
314 TEMPORARY SEDIMENT BASIN:
TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE AND DIVERSION DYKES WHICH ARE
OR CONTRACTOR ON-SITE: THE CONTRACTOR WILL BE DETERMINED AT THE TIME THE
A TEMPORARY BARRIER OR DAM WITH A CON7ROLLED STORMWATER RELEASE STRUCTURE
COLLEC77NG SEDIMENT TO HALF THEIR HEIGHT MUST BE CLEANED AND REPAIRED
CONTRACT IS AWARDED. IN ADD17ION THE OWNER MAY BE CONTACTED, MR. ALAIN
FORMED BY CONSTRUC77NG AN EMBANKMENT OF COMPACTED SOIL ACROSS A DRAINAGEWAY.
IMMEDIATELY.
TAYLOR. UPON COMPLETION OF THE PROJECT, THE OWNER WILL BE RESPONSIBLE
N FF FROM DISTURBED AREAS IN "WET" AND `1nRY" STORAGE
20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL' MEASURES ARE TO BE REMOVED
L DETAIL GH FOR THE EN RU 0 WITHIN 30 DAYS OF FINAL S17E STABILIZATION, WHIEN MEASURES ARE NO LONGER NEEDED, FOR SITE MAlN7FNANCE.
LONG ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. APPLIES BELOW
DISTURBED AREAS WHERE THE TOTAL CON7RIBU77NG DRAINAGE AREA /S EQUAL TO OR SUBJECT TO APPROVAL BY 7HE COUNTY EROSION CONTROL INSPECTOR.
GREATER 7HAN THREE ACRES 7HERE MUST BE SUFFICIENT SPACE AND APPROPRIATE 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES MOT OBTAIN A PERMIT WITHIN 1 YEAR OF
TOPOGRAPHY FOR THE CON57RUC77ON OF A TEMPORARY IMPOUNDMENT. THE DA TE OF APPROVAL. (WATER PROTECTION ORDINANCE SEC77ON 17-204G.)
22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9)
3.18 OU7LET PROTECTION: MONTHS AFTER THE DATE THE LAND DISTURBING AC77WTY COMMENCED. (WATER
STRUCTURALLY LINED APRONS OR 07HER ACCEPTABLE ENERGY DISSIPATING DEVICES PLACED PR07ECT70N ORDINANCE SEC77ON 17-2078)
AT THE OUTLETS OF PIPES OR PAVED CHANNEL SEC77ONS TO PREVENT SCOUR AT
STORMWATER OUTLETS, TO PROTECT THE OUTLET S7RUCTURF AND TO MINIMIZE THE P07EN77AL ,SOIL DESCRIPTION
FOR DOWN57REAM EROSION BY REDUCING THE VELOCITY AND ENERGY OF CONCEN77?A7ED
STORMWATER FLOWS, APPLICABLE TO THE OUIZETS OF ALL PIPES AND ENGINEERED CHANNEL 81B - THURMONT LOAM, 27 TO 77 SLOPES. SOIL 1 WELL DRAINED, WITH MORE
SEC77ONS THAN 80 /N. DEPTH TO THE W47ER TABLE. MADE FROM COLLUVIUM
3.19 RIPRAP: DERIVED FROM GRANITE, GRANODIORI TE, AND GRANDE GNEISS, THIS SOIL
A PERMANENT, EROSION -RESISTANT GROUND COVER OF LARGE, LOOSE, ANGULAR STONE WITH HAS CONVEX DOWN AND ACROSS -SLOPE SHAPE. THIS SOIL HAS NO
FILTER FABRIC OR GRANULAR UNDERLINING. TO PR07ECT 7HE SOIL FROM THE EROSIVE FREQUENCY OF POND/NG OR FLOODING AND ,A MODERATELY HIGH TO HIGH
FORCES OF CONCENIRA7ED RUNOFF, SLOW THE VELOCITY OF CONCENTRATED RUNOFF WHILE KSAT WITH MODERATE WATER CAPACITY.
ENHANCING THE P071EN77AL FOR /NFIL77?A770N, AND TO STABILIZE SLOPES WITH SEEPAGE 7B - BRADDOCK CLAY LOAM -27 TO 7% SLOPES. SOIL IS WELL DRAINED, W17H
PROBLEMS, AND/OR NDN -COHESIVE SOILS. USE WHEREVER SOIL AND WATER INTERFACE AND MORE THAN 80 INCHES TO THE WATER TABLE. MADE FROM ALLUVIUM
77 -IE SOIL CONDITIONS, WATER TURBULENCE AND VELOCITY, EXPECTED VEGETA77VE COVER, ETC., AND COLLUVIUM DERIVED FROM ACID CRYSTALLINE ROCKS, THIS SOIL HAS
ARE SUCH 7HAT 7HE SOIL MAY ERODE UNDER 7HE DESIGN FLOW COND177ONS CONVEX DOWN-SLOPE AND LINEAR ACROSS -SLOPE SHAPE. NO
FREQUENCY OF PONDING OR FLOODING, HIGHt WATER CAPACITY, AND
3.31 TEMPORARY SEEDING MODERATELY HIGH TO HIGH KSAT.
THE ESTABLISHMENT OF A TEMPORARY VEGETA77VE COVER ON DISTURBED AREAS BY SEEDING
K17H APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS. TO REDUCE EROSION AND 37C3 - HAYESVILLE CLAY LOAM -77 TO 159. SLOPES'. SOIL IS WELL DRAINED,
SEDIMENTATION BY STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL WITH MORE THAN 80 INCHES TO THE WA7FR TABLE MADE FROM
GRADE FOR A PERIOD OF MORE THAN 30 DAYS. TO REDUCE DAMAGE FROM SEDIMENT AND
11
RESIDUUM WEATHERED FROM GRANDE AND GNEISS, THIS SOIL HAS
50150 Mix of
ADHESIVES USED FOR DUST` CONTROL
d1
CONVEX DOWN-SLOPE AND CONVEX ACROSS --SLOPE SHAPE. NO
Water Application
EXPOSED DURING CO>N57RU077ON UN77L PERMANENT VEGETATION OR OTHER EROSION CONTROL
&
Dilution. Type of Rate
Al�i� (IAftlak : RAtcr) � Ist2 /Ag&
>i TAL LBS
MEASURES CAN BE ESTABLISHED.
AAr i xti
Asphalt Emulsion 7:1 Coarse Spray 1,200
MODERATELY HIGH TO HIGH KSAT:
tUEF1LL. SLOPE (3•.t O�t�.SSI PER
1:atex Emulsion 12.5:1 Fine Spray ?35.
37D3 -
HAYESVILLE CLAY LOAM -157 TO 257 SLOPES. SOIL IS WELL DRAINED,
Resin in Water 4.2 Fine Spray 3Otl
THE ESTABLISHMENT OF PERENNIAL VEGETA77VE COVER ON DISTURBED AREAS BY PLAN77NG
ABOVE GRADE AND 4'
A lic Emulsion
{l ion -`Tial) 7:1 Coarse dray 450
RED TOP GRASS 2 LBS.
SEED. TO REDUCE E=ROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED AREAS. TO
�1.crglic Emulsinn
('I'ralftc} 3,5;1 Coarse Spray 350
RESIDUUM WEATHERED FROM GRANITE AND GNEISS, THIS SOIL HAS
SEASONAL NURSE CROP 20 LBS.
PERMANENTLY STAB11LIZE DISTURBED AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTABLE TO
f ;MI:
.
Sourcas Va. DSWC,
L DETAIL GH FOR THE EN RU 0 WITHIN 30 DAYS OF FINAL S17E STABILIZATION, WHIEN MEASURES ARE NO LONGER NEEDED, FOR SITE MAlN7FNANCE.
LONG ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUT. APPLIES BELOW
DISTURBED AREAS WHERE THE TOTAL CON7RIBU77NG DRAINAGE AREA /S EQUAL TO OR SUBJECT TO APPROVAL BY 7HE COUNTY EROSION CONTROL INSPECTOR.
GREATER 7HAN THREE ACRES 7HERE MUST BE SUFFICIENT SPACE AND APPROPRIATE 21. THIS PLAN SHALL BE VOID IF THE OWNER DOES MOT OBTAIN A PERMIT WITHIN 1 YEAR OF
TOPOGRAPHY FOR THE CON57RUC77ON OF A TEMPORARY IMPOUNDMENT. THE DA TE OF APPROVAL. (WATER PROTECTION ORDINANCE SEC77ON 17-204G.)
22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9)
3.18 OU7LET PROTECTION: MONTHS AFTER THE DATE THE LAND DISTURBING AC77WTY COMMENCED. (WATER
STRUCTURALLY LINED APRONS OR 07HER ACCEPTABLE ENERGY DISSIPATING DEVICES PLACED PR07ECT70N ORDINANCE SEC77ON 17-2078)
AT THE OUTLETS OF PIPES OR PAVED CHANNEL SEC77ONS TO PREVENT SCOUR AT
STORMWATER OUTLETS, TO PROTECT THE OUTLET S7RUCTURF AND TO MINIMIZE THE P07EN77AL ,SOIL DESCRIPTION
FOR DOWN57REAM EROSION BY REDUCING THE VELOCITY AND ENERGY OF CONCEN77?A7ED
STORMWATER FLOWS, APPLICABLE TO THE OUIZETS OF ALL PIPES AND ENGINEERED CHANNEL 81B - THURMONT LOAM, 27 TO 77 SLOPES. SOIL 1 WELL DRAINED, WITH MORE
SEC77ONS THAN 80 /N. DEPTH TO THE W47ER TABLE. MADE FROM COLLUVIUM
3.19 RIPRAP: DERIVED FROM GRANITE, GRANODIORI TE, AND GRANDE GNEISS, THIS SOIL
A PERMANENT, EROSION -RESISTANT GROUND COVER OF LARGE, LOOSE, ANGULAR STONE WITH HAS CONVEX DOWN AND ACROSS -SLOPE SHAPE. THIS SOIL HAS NO
FILTER FABRIC OR GRANULAR UNDERLINING. TO PR07ECT 7HE SOIL FROM THE EROSIVE FREQUENCY OF POND/NG OR FLOODING AND ,A MODERATELY HIGH TO HIGH
FORCES OF CONCENIRA7ED RUNOFF, SLOW THE VELOCITY OF CONCENTRATED RUNOFF WHILE KSAT WITH MODERATE WATER CAPACITY.
ENHANCING THE P071EN77AL FOR /NFIL77?A770N, AND TO STABILIZE SLOPES WITH SEEPAGE 7B - BRADDOCK CLAY LOAM -27 TO 7% SLOPES. SOIL IS WELL DRAINED, W17H
PROBLEMS, AND/OR NDN -COHESIVE SOILS. USE WHEREVER SOIL AND WATER INTERFACE AND MORE THAN 80 INCHES TO THE WATER TABLE. MADE FROM ALLUVIUM
77 -IE SOIL CONDITIONS, WATER TURBULENCE AND VELOCITY, EXPECTED VEGETA77VE COVER, ETC., AND COLLUVIUM DERIVED FROM ACID CRYSTALLINE ROCKS, THIS SOIL HAS
ARE SUCH 7HAT 7HE SOIL MAY ERODE UNDER 7HE DESIGN FLOW COND177ONS CONVEX DOWN-SLOPE AND LINEAR ACROSS -SLOPE SHAPE. NO
FREQUENCY OF PONDING OR FLOODING, HIGHt WATER CAPACITY, AND
3.31 TEMPORARY SEEDING MODERATELY HIGH TO HIGH KSAT.
THE ESTABLISHMENT OF A TEMPORARY VEGETA77VE COVER ON DISTURBED AREAS BY SEEDING
K17H APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS. TO REDUCE EROSION AND 37C3 - HAYESVILLE CLAY LOAM -77 TO 159. SLOPES'. SOIL IS WELL DRAINED,
SEDIMENTATION BY STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL WITH MORE THAN 80 INCHES TO THE WA7FR TABLE MADE FROM
(@ TEMPORARY # BERM
SEDIMENT BASIN BAFFLE DETAIL
NO SCALE
SHEETS OF 4 x8'xj' EXTERIOR
/_ PLYWOOD OR EQUIVALENT 6"
I 11 1 1 I'''(�RISER CREST ELEVA77ON
I II II I I
ii 4 ii
1 1 1 1 1 I POSTS MIN. SIZE 4" SQUARE
OR 5" ROUND. SET AT
r -------------------------------- [ �81
LEAST 3' INTO THE GROUND
MORE THAN 80 INCHES TO THE WATER TABLIE• MADE FROM RESIDUUM
WEATHERED FROM GRANITE AND GNEISS, THIS SOIL HAS CONVEX
DOWN-SLOPE AND CONVEX ACROSS -SLOPE SHAPE. NO FREQUENCY OF
PONDING OR FLOODING, HIGH WATER CAPACIFY, AND MODERATELY HIGH
TO HIGH KSA T.
77 - RIVERVIEW CHEWACLA COMPLEX -OX TO 29. SLOPES. SOIL 1S WELL
DRAINED, WITH MORE THAN 80 INCHES TO THE WATER TABLE. MADE
FROM ALLUVIUM DERIVED FROM IGNEOUS ROCK, THIS SOIL HAS LINEAR
DOWN-SLOPE AND LINEAR ACROSS -SLOPE SIHAPE. NO FREQUENCY OF
PONDING AND OCCASIONAL FREQUENCY OF FLOODING, HIGH WATER
CAPACITY, AND MODERA TEL Y HIGH TO HIGH ACSA T.
1. SET POSTS AND EXCA VA TE A 4 "X4"
TRENCH UPSLOPE ALONG 'THE LINE
OF POSTS.
-- i---
- I L !
_ -�
/,;I
-: I I-
r - -—_
�I-j��=;
�; II -.
FLOW - i i- ; i l- . I
PURPOSE
THE PURPOSE OF THIS LAND -DISTURBING ACTIVITY 1S TO CREATE PHASE 11 -IV OF THE WESTLAKE HILLS
SUBDIVISION. THE TOTAL ACREAGE TO BE DISTURBED WITH THIS PLAN IS 51.14 ACRES
EXISTING 51 7E CONDITIONS:
THE EXIS77NG SITE IS A VACANT HILLY PARCEL. TWO EXISTING STREAMS RUN NORTH -SOUTH THROUGH THE
SITE. THE SITE IS GENERALLY WELL DRAINED WITH SOME CRI77CAL SLOPES EROSION AND SEDIMENT CONTROL
MEASURES HAVE BEEN DESIGNED TO CONFORM TO THE EXISTING S17F SLOPE AND PROTECT THE PERIMETER
STREAMS AND ADJACENT PROPERTIES.
ADJACENT AREAS:
THE SITE IS POSITIONED BETWEEN ROUTES 240 AND 250 AND IS ALONG THE MASTER PLANNED CROZET
CONNECTOR ROAD CORRIDOR. IT IS BORDERED BY FOOTHILLS CROSSING TO THE NORTH, WESTHALL TO THE
WEST, VACANT LAND TO THE SOUTH, AND WESTERN RIDGE TO THE EAST.
OFFS/TE LAND DISTURBANCE:
NONE
CRI TICAL AREAS:
CRITICAL SLOPES ON-SITE WILL BE PROTECTED. CARE WILL BE TAKEN TO PREVENT THE EROSION AND
SEDIMENTATION OF THE EXISTING GRADE AND TO PR07ECT THE EXISTING STREAM ON-SITE AND NEIGHBORING
PROPERTIES.
SO
SEE SOILS BOUNDARIES ON THE EROSION AND SEDIMENT CONTROL PLAN PHASE 1 SHEET, AND DESCRIPTIONS
ON THIS SHEET
SEQUENCE OF C0NS77?UC7I0N:
1. NOTIFY ALBEMARLE COUNTY TO SCHEDULE A PRE-C0NS7RUC770N MEE77NG AS REQUIRED.
2. NO EROSION CONTROL MEASURES MAY BE REMOVED DURING THE CONS7RUCTION PROCESS WITHOUT THE
APPROVAL FROM THE INSPECTOR ON THE PROJECT.
3. CONTRACTOR SHALL INSTALL TREE PROTECTION FENCING BEFORE ANY SITE DISTURBANCE SHALL TAKE
PLACE. CON7RACTOR SHALL USE TREE PROTEC77ON FENCING TO STAKE OUT THE LIMITS OF CLEARING AND
DISTURBANCE ON-SITE. CONTRACTOR .SHALL ENSURE 774AT TREES TO BE SAVED ARE FLAGGED ALONG THE
L/Ml TS OF CLEARING M177GA77ON PLANTINGS SHALL BE INSTALLED WITHOUT ANY CLEARING OF EXIS77NG
TREESS,
4. INSTALL THE PAVED CONS7RUCTION ENTRANCE WITH WASH RACK AS SHOWN ON THE PLANS
CONSTRUCTION EN7RANCE TO BE INSTALLED WHERE CONSTRUC77ON VEHICLE ROUTES INTERSECT PAVED
PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY (VEHICULAR)
TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS 7RANSPORTED ONTO A PUBLIC ROAD
SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE
REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPOR77NG TO A SEDIMENT CONTROL
DISPOSAL AREA. S7REET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS
MANNER. INSTALL THE WASH RACK UPHILL FROM PROPOSED SEDIMENT TRAP #1. ACSA WILL DETERMINE
THE APPROPRIATE METHOD OF SUPPLYING THE WASH RACK. PARKING AND CONSTRUCTION ENTRANCE
AREAS SHALL BE CLEARED OF ALL VEGETATION, ROOTS, OR OTHER OBJEC77ONABLE MATERIALS BEFORE
CONSTRUCTION ROAD STABILIZATION /S INSTALLED.
5. INSTALL THE IN177AL CONSTRUCTION MEASURES AS SHOWN ON THE PHASE I EROSION CONTROL PLAN
SHEETS. THIS INCLUDES 5 SEDIMENT BASINS AND 1 SEDIMENT TRAP, SILT FENCE, AND DIVERSION DIKES
SHALL ALSO BE INSTALLED AT THIS TIME. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN
STRUCTURES SUCH AS DAMS, DIKES, AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MEASURES
INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP WITH ANY LAND DISTURBANCE
ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE.
6. INSTALL ANY REMAINING EROSION CONTROL ITEMS AS SHOWN ON THE PHASE I EROSION CONTROL PLAN.
Z ONCE ALL THE EROSION CONTROL ITEMS HAVE BEEN INSTALLED AS SHOWN ON 7HE PHASE ! EROSION
CONTROL PLAN AND THE INSPECTOR HAS APPROVED THE EROSION CONTROL MEASURES, THE CON7RACTOR
CAN BEGIN GRADING OPERATIONS.
8. ROUGH GRADE THE SITE TO THE CONTOURS SHOWN ON THE EROSION CONTROL PLAN.
9. PERMANENT OR TEMPORARY SOL STABILIZATIONE
1 SHA LLB APPLIED TO DENUDED AREAS WITHIN SEVEN
DAYS AFTER FINAL GRADE IS REACHED ON ANY POR77ON OF THE SITE. TEMPORARY SOIL STABILIZATION
SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL
REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS PERMANENT STABILIZATION SHALL BE
APPLIED TO AREAS 17 -IAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR.
10. INSTALL THE CONSTRUC77ON MEASURES AS SHOWN ON 7HE PHASE 11 EROSION CONTROL PLAN SHEETS.
MEASURES INTENDED TO TRAP SEDIMENT'' SHALL BE C0NS7RUC7ED AS A FIRST STEP WITH ANY LAND
DISTURBANCE ACTIVITY AND SHALL BE MADE FUNC77ONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES
PLACE. REMOVE SEDIMENT TRAP #1.
11. INSTALL THE UTILITIES, CURB AND GUTTER, AND ROADS. INLET PROTECTION SHALL BE INSPECTED AFTER
EACH RAINFALL EVENT AND REPAIRS SHALL BE MADE AS NEEDED. IF THE STONE FILTER BECOMES
CLOGGED WITH SEDIMENT SO THAT IT NO LONGER ADEQUA TEL Y PERFORMS ITS FUNCTION, THE STONE MUST
BE PULLED AWAY AND CLEANED AND/OR REPLACED. INSTALL ANY REMAINING EROSION CONTROL ITEMS
AS SHOWN ON THE PHASE II EROSION CONTROL PLAN.
12. ONCE PHASE H OF CONSTRUC77ON IS COMPLETE, THE SITE IS STABILIZED AND THE INSPECTOR HAS GIVEN
APPROVAL, THE CONTRACTOR CAN REMOVE THE EROSION CONTROL MEASURES. NO ITEM SHALL BE
REMOVED UNLESS THE UPSTREAM AREAS ARE STABILIZED AND THE INSPECTOR GIVES PERMISSION.
13 MAINTAIN ALL EROSION CON7ROL MEASURES AS SPECIFIED IN THE VIRGINIA EROSION AND SEDIMENT
CONTROL HANDBOOK, REMOVING ONLY WHEN APPROVED BY THE LOCAL PROGRAM ADMINISTRATOR IN
ACCORDANCE WM7H THE VIRGINIA EROS/04N AND SEDIMENT CONTROL HANDBOOK.
14. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WTHIN 30
DAYS AFTER
FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS
OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM ADMINISTRATOR. TRAPPED SEDIMENT AND THE DISTURBED
SOIL AREAS RESUL77NG FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY
STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENT4774N.
11
F ,
..,
� 11
.^"
yRAND;;
2. STAPLE WIRE FENCING TO THE POSTS.
SILT FENCE
0 (WI TH WIRE SUPPORT
NO SCALE
3. ATTACH THE FILTER FABRIC TO
THE WIRE FENCE AND EXTEND
IT INTO THE TRENCH.
FLOW
4. BACKFILIL AND COMPACT THE
EXCA VA TED SOIL.
EXTENSION OF FABRIC AND WIRE INTO THE TRENCH.
N-cucu eINLET
CONCRETE BLOCK
WIRE SCR£E,.IV -
GRAVEL' RL7ER
OR ,#5 COARSE AGGREGA7Z.
aBLOCK & GRAVEL CURB INLET
SEDIMENT FILTER 3Ea
NO SCALE
ATTACH FILTER FABRIC
TO STAKES OR POSTS &
EXTEND IT INTO TRENCH
WOODEN STAKE
OR
STEEL POST
LENGTH = 5' MIN.
EXCAVATED SOIL
BACKFILLED AND
COMPACTED
4"x4' TRENCH J
SIL T FENCE
sF (WITHOUT WIRE SUPPOR,).05-
NO SCALE
SAFETY FENCE
PERSPECTIVE VIEW
}
` --:#
Y r ht �k a ��...
*itis r�
r. x�
E:,
+1 .
w:vt�:E.• , E , •.E«E.•, ,.E.PE,•:Y : g.•I •+•
.• �. .� r�. .." ..
.�.•.'.•yl h ,4 ...,. y ,.
:Ti::•''lv
S+::� 1 f• •" Nom•• sY . I
� I
PERSPECTIVE VIEW I>ERSPECTIVE VIEW
pLASTiG I"ENCE METAL FENCE
Adapted from CYsltwed Plasiier and IPlate 3.111-1
YD0 T Hoa iutsibjWzt tandards
.�.
GRADE FOR A PERIOD OF MORE THAN 30 DAYS. TO REDUCE DAMAGE FROM SEDIMENT AND
11
RESIDUUM WEATHERED FROM GRANDE AND GNEISS, THIS SOIL HAS
50150 Mix of
RUNOFF TO DOWNSTREAM OR OFF-SITE AREAS, AND TO PROVIDE PR07ECTION TO BARE SOILS
d1
CONVEX DOWN-SLOPE AND CONVEX ACROSS --SLOPE SHAPE. NO
(i olium mule florum)
EXPOSED DURING CO>N57RU077ON UN77L PERMANENT VEGETATION OR OTHER EROSION CONTROL
&
FREQUENCY OF PONDING OR FLOODING, HIGHI WATER CAPACITY, AND
>i TAL LBS
MEASURES CAN BE ESTABLISHED.
i i1
I�I
MODERATELY HIGH TO HIGH KSAT:
tUEF1LL. SLOPE (3•.t O�t�.SSI PER
3 32 PERMANENT ST,ABiL/ZA RON.
37D3 -
HAYESVILLE CLAY LOAM -157 TO 257 SLOPES. SOIL IS WELL DRAINED,
KENTUCKY 31 FESCUE 128 LBS.
THE ESTABLISHMENT OF PERENNIAL VEGETA77VE COVER ON DISTURBED AREAS BY PLAN77NG
ABOVE GRADE AND 4'
WITH MORE THAN 80 INCHES TO THE WATER TABLE. MADE FROM
RED TOP GRASS 2 LBS.
SEED. TO REDUCE E=ROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED AREAS. TO
TING
RESIDUUM WEATHERED FROM GRANITE AND GNEISS, THIS SOIL HAS
SEASONAL NURSE CROP 20 LBS.
PERMANENTLY STAB11LIZE DISTURBED AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTABLE TO
f ;MI:
.
CONVEX DOWN-SLOPE AND CONVEX ACROSS -SLOPE SHAPE. NO
0
LU
S17E CONDITIONS, AND ALLOWS SELECTION OF THE MOST APPROPRIATE PLANT MATERIALS. TO
ice. CURB OR
FREQUENCY OF PONDING OR FLOODING, HIGH' WATER CAPACITY, AND
15O LBS
SEASONAL NURSE CROP
IMPROVE WILDLIFE HABITAT TO ENHANCE NATURAL BEAUTY. UPON COMPLE77ON OF
> w
MODERATELY HIGH TO HIGH KSAT.
Ew rr •'
CONS7RUC770N AC77W477ES, ALL AREAS WILL RECEIVE A PERMANENT VEGETATIVE COVER.
,
FEBRUARY 16 THROUGH APRIL ANNUAL RYE
r jI
1 I }'I
�+
R/VERVIEW LOAM -09. TO 27 SLOPES SOIL l,S WELL DRAINED, WITH MORE
MAY 1 THROUGH AUGUST 15 FOXTAIL MILLET
3.38 TREE PRESERVA177ON AND PRO ZECTION.
76 -
THAN 80 INCHES TO THE WATER TABLE MAIDE FROM ALLUVIUM DERIVED
AUGUST 16 THROUGH OCTOBER ANNUAL RYE
PROTECTION OF DESIRABLE 7REES FROM MECHANICAL OR OTHER INJURY DURING LAND
FROM IGNEOUS ROCK, THIS SOIL HAS LINEAR' DOWN-SLOPE AND LINEAR
NOVEMBER THROUGH FEBRUARY 15 WINTER RYE
DISTURBING AND CONSTRUCTON AC77WTY. TO ENSURE THE SURVIVAL OF DESIRABLE TREES
11
ACROSS -SLOPE SHAPE. NO FREQUENCY OF PONDING & OCCASIONAL
NOTES:
WHERE 7HEY WILL BE EFFEC77VE FOR EROSION AND SEDIMENT CONTROL, WATERSHED
FREQUENCY OF FLOODING, HIGH WATER CAPACITY, AND MODERATELY
PROTECTION, LANDSCAPE BEAUTIFICA77ON, DUST AND POLLU77ON CONTROL, NOISE REDUCTION,
HIGH TO HIGH KSAT.
1. LIME AND FERTILIZER NEEDS SHALL BE DETERMINED BY SOIL
SHADE AND 07HER ENVIRONMENTAL BENEFITS WHILE 7HE LAND IS BEING CONVERTED FROM
TESTS AND APPLIED IN ACCORDANCE WITH VESCH STD. 3.32.
FOREST TO URBAN -)TYPE USES APPLIES /N 7REE-INHAB17E'D AREAS SUBJECT TO LAND
CHEWACLA SILT LOAM -07 TO 29 SLOPES SOIL IS SOMEWHAT POORLY
2. SEEDINGS TO BE MULCHED IMMEDIATELY UPON COMPLETION
DISTURBING ACT114TIE.S
16 -
DRAINED, WITH MORE THAN 80 INCHES TO THE WATER TABLE. MADE
OF SEED APPLICATION, IN ACCORDANCE W/ VESCH STD 3.35,
FROM RESIDUUM WEATHERED FROM GRANITE ,AND GNEISS, THIS SOIL HAS
3.39 DUST CONTROL:-
LINEAR DOWN-SLOPE AND LINEAR ACROSS -SLOPE SHAPE. NO
PERMANENT SEEDING SCHEDULE
REDUCING SURFACE SAND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOLITION AND
FREQUENCY OF PONDING & OCCASIONAL FREQUENCY OF FLOODING, HIGH
PS
CONSTRUC77ON ACTIVITIES. TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM
WATER CAPACITY, AND MODERATELY HIGH TO HIGH KSAT.
NO SCALE
EXPOSED SOIL SURFACES AND REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY
PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE.
36B -
HAYESVILLE LOAM -29 TO 77 SLOPES. SOIL IS WELL DRAINED, WITH
{STI}, & SPEC. 3.32 OF VIRGINIA EROSION &
DUST CON7ROL MEASURES SHALL BE EMPLOYED TO PREVENT SURFACE AND AIR MOVEMENT OF
MORE THAN 80 INCHES TO THE WATER TABLIEE, MADE FROM RESIDUUM
SEDIMENT CONTROL HANDBOOK, 3RD ED.)
DUST DURING CONSTRUCTION. MEASURES EMPLOYED SHALL BE IN ACCORDANCE WITH THE
WEATHERED FROM GRANITE AND GNEISS, THIS' SOIL HAS CONVEX
VESCH.
DOWN-SLOPE AND CONVEX ACROSS -SLOPE SHAPE. NO FREQUENCY OF
PONDING OR FLOODING, HIGH WATER CAPAC17FY, AND MODERATELY HIGH
TO HIGH KSAT.
36C -
HAYESVILLE LOAM -77 TO 157 SLOPES. SOIL. IS WELL DRAINED, WITH
(@ TEMPORARY # BERM
SEDIMENT BASIN BAFFLE DETAIL
NO SCALE
SHEETS OF 4 x8'xj' EXTERIOR
/_ PLYWOOD OR EQUIVALENT 6"
I 11 1 1 I'''(�RISER CREST ELEVA77ON
I II II I I
ii 4 ii
1 1 1 1 1 I POSTS MIN. SIZE 4" SQUARE
OR 5" ROUND. SET AT
r -------------------------------- [ �81
LEAST 3' INTO THE GROUND
MORE THAN 80 INCHES TO THE WATER TABLIE• MADE FROM RESIDUUM
WEATHERED FROM GRANITE AND GNEISS, THIS SOIL HAS CONVEX
DOWN-SLOPE AND CONVEX ACROSS -SLOPE SHAPE. NO FREQUENCY OF
PONDING OR FLOODING, HIGH WATER CAPACIFY, AND MODERATELY HIGH
TO HIGH KSA T.
77 - RIVERVIEW CHEWACLA COMPLEX -OX TO 29. SLOPES. SOIL 1S WELL
DRAINED, WITH MORE THAN 80 INCHES TO THE WATER TABLE. MADE
FROM ALLUVIUM DERIVED FROM IGNEOUS ROCK, THIS SOIL HAS LINEAR
DOWN-SLOPE AND LINEAR ACROSS -SLOPE SIHAPE. NO FREQUENCY OF
PONDING AND OCCASIONAL FREQUENCY OF FLOODING, HIGH WATER
CAPACITY, AND MODERA TEL Y HIGH TO HIGH ACSA T.
1. SET POSTS AND EXCA VA TE A 4 "X4"
TRENCH UPSLOPE ALONG 'THE LINE
OF POSTS.
-- i---
- I L !
_ -�
/,;I
-: I I-
r - -—_
�I-j��=;
�; II -.
FLOW - i i- ; i l- . I
PURPOSE
THE PURPOSE OF THIS LAND -DISTURBING ACTIVITY 1S TO CREATE PHASE 11 -IV OF THE WESTLAKE HILLS
SUBDIVISION. THE TOTAL ACREAGE TO BE DISTURBED WITH THIS PLAN IS 51.14 ACRES
EXISTING 51 7E CONDITIONS:
THE EXIS77NG SITE IS A VACANT HILLY PARCEL. TWO EXISTING STREAMS RUN NORTH -SOUTH THROUGH THE
SITE. THE SITE IS GENERALLY WELL DRAINED WITH SOME CRI77CAL SLOPES EROSION AND SEDIMENT CONTROL
MEASURES HAVE BEEN DESIGNED TO CONFORM TO THE EXISTING S17F SLOPE AND PROTECT THE PERIMETER
STREAMS AND ADJACENT PROPERTIES.
ADJACENT AREAS:
THE SITE IS POSITIONED BETWEEN ROUTES 240 AND 250 AND IS ALONG THE MASTER PLANNED CROZET
CONNECTOR ROAD CORRIDOR. IT IS BORDERED BY FOOTHILLS CROSSING TO THE NORTH, WESTHALL TO THE
WEST, VACANT LAND TO THE SOUTH, AND WESTERN RIDGE TO THE EAST.
OFFS/TE LAND DISTURBANCE:
NONE
CRI TICAL AREAS:
CRITICAL SLOPES ON-SITE WILL BE PROTECTED. CARE WILL BE TAKEN TO PREVENT THE EROSION AND
SEDIMENTATION OF THE EXISTING GRADE AND TO PR07ECT THE EXISTING STREAM ON-SITE AND NEIGHBORING
PROPERTIES.
SO
SEE SOILS BOUNDARIES ON THE EROSION AND SEDIMENT CONTROL PLAN PHASE 1 SHEET, AND DESCRIPTIONS
ON THIS SHEET
SEQUENCE OF C0NS77?UC7I0N:
1. NOTIFY ALBEMARLE COUNTY TO SCHEDULE A PRE-C0NS7RUC770N MEE77NG AS REQUIRED.
2. NO EROSION CONTROL MEASURES MAY BE REMOVED DURING THE CONS7RUCTION PROCESS WITHOUT THE
APPROVAL FROM THE INSPECTOR ON THE PROJECT.
3. CONTRACTOR SHALL INSTALL TREE PROTECTION FENCING BEFORE ANY SITE DISTURBANCE SHALL TAKE
PLACE. CON7RACTOR SHALL USE TREE PROTEC77ON FENCING TO STAKE OUT THE LIMITS OF CLEARING AND
DISTURBANCE ON-SITE. CONTRACTOR .SHALL ENSURE 774AT TREES TO BE SAVED ARE FLAGGED ALONG THE
L/Ml TS OF CLEARING M177GA77ON PLANTINGS SHALL BE INSTALLED WITHOUT ANY CLEARING OF EXIS77NG
TREESS,
4. INSTALL THE PAVED CONS7RUCTION ENTRANCE WITH WASH RACK AS SHOWN ON THE PLANS
CONSTRUCTION EN7RANCE TO BE INSTALLED WHERE CONSTRUC77ON VEHICLE ROUTES INTERSECT PAVED
PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT BY (VEHICULAR)
TRACKING ONTO THE PAVED SURFACE. WHERE SEDIMENT IS 7RANSPORTED ONTO A PUBLIC ROAD
SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE
REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND TRANSPOR77NG TO A SEDIMENT CONTROL
DISPOSAL AREA. S7REET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS
MANNER. INSTALL THE WASH RACK UPHILL FROM PROPOSED SEDIMENT TRAP #1. ACSA WILL DETERMINE
THE APPROPRIATE METHOD OF SUPPLYING THE WASH RACK. PARKING AND CONSTRUCTION ENTRANCE
AREAS SHALL BE CLEARED OF ALL VEGETATION, ROOTS, OR OTHER OBJEC77ONABLE MATERIALS BEFORE
CONSTRUCTION ROAD STABILIZATION /S INSTALLED.
5. INSTALL THE IN177AL CONSTRUCTION MEASURES AS SHOWN ON THE PHASE I EROSION CONTROL PLAN
SHEETS. THIS INCLUDES 5 SEDIMENT BASINS AND 1 SEDIMENT TRAP, SILT FENCE, AND DIVERSION DIKES
SHALL ALSO BE INSTALLED AT THIS TIME. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN
STRUCTURES SUCH AS DAMS, DIKES, AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MEASURES
INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP WITH ANY LAND DISTURBANCE
ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE.
6. INSTALL ANY REMAINING EROSION CONTROL ITEMS AS SHOWN ON THE PHASE I EROSION CONTROL PLAN.
Z ONCE ALL THE EROSION CONTROL ITEMS HAVE BEEN INSTALLED AS SHOWN ON 7HE PHASE ! EROSION
CONTROL PLAN AND THE INSPECTOR HAS APPROVED THE EROSION CONTROL MEASURES, THE CON7RACTOR
CAN BEGIN GRADING OPERATIONS.
8. ROUGH GRADE THE SITE TO THE CONTOURS SHOWN ON THE EROSION CONTROL PLAN.
9. PERMANENT OR TEMPORARY SOL STABILIZATIONE
1 SHA LLB APPLIED TO DENUDED AREAS WITHIN SEVEN
DAYS AFTER FINAL GRADE IS REACHED ON ANY POR77ON OF THE SITE. TEMPORARY SOIL STABILIZATION
SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL
REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS PERMANENT STABILIZATION SHALL BE
APPLIED TO AREAS 17 -IAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR.
10. INSTALL THE CONSTRUC77ON MEASURES AS SHOWN ON 7HE PHASE 11 EROSION CONTROL PLAN SHEETS.
MEASURES INTENDED TO TRAP SEDIMENT'' SHALL BE C0NS7RUC7ED AS A FIRST STEP WITH ANY LAND
DISTURBANCE ACTIVITY AND SHALL BE MADE FUNC77ONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES
PLACE. REMOVE SEDIMENT TRAP #1.
11. INSTALL THE UTILITIES, CURB AND GUTTER, AND ROADS. INLET PROTECTION SHALL BE INSPECTED AFTER
EACH RAINFALL EVENT AND REPAIRS SHALL BE MADE AS NEEDED. IF THE STONE FILTER BECOMES
CLOGGED WITH SEDIMENT SO THAT IT NO LONGER ADEQUA TEL Y PERFORMS ITS FUNCTION, THE STONE MUST
BE PULLED AWAY AND CLEANED AND/OR REPLACED. INSTALL ANY REMAINING EROSION CONTROL ITEMS
AS SHOWN ON THE PHASE II EROSION CONTROL PLAN.
12. ONCE PHASE H OF CONSTRUC77ON IS COMPLETE, THE SITE IS STABILIZED AND THE INSPECTOR HAS GIVEN
APPROVAL, THE CONTRACTOR CAN REMOVE THE EROSION CONTROL MEASURES. NO ITEM SHALL BE
REMOVED UNLESS THE UPSTREAM AREAS ARE STABILIZED AND THE INSPECTOR GIVES PERMISSION.
13 MAINTAIN ALL EROSION CON7ROL MEASURES AS SPECIFIED IN THE VIRGINIA EROSION AND SEDIMENT
CONTROL HANDBOOK, REMOVING ONLY WHEN APPROVED BY THE LOCAL PROGRAM ADMINISTRATOR IN
ACCORDANCE WM7H THE VIRGINIA EROS/04N AND SEDIMENT CONTROL HANDBOOK.
14. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WTHIN 30
DAYS AFTER
FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS
OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM ADMINISTRATOR. TRAPPED SEDIMENT AND THE DISTURBED
SOIL AREAS RESUL77NG FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY
STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENT4774N.
11
F ,
..,
� 11
.^"
yRAND;;
2. STAPLE WIRE FENCING TO THE POSTS.
SILT FENCE
0 (WI TH WIRE SUPPORT
NO SCALE
3. ATTACH THE FILTER FABRIC TO
THE WIRE FENCE AND EXTEND
IT INTO THE TRENCH.
FLOW
4. BACKFILIL AND COMPACT THE
EXCA VA TED SOIL.
EXTENSION OF FABRIC AND WIRE INTO THE TRENCH.
N-cucu eINLET
CONCRETE BLOCK
WIRE SCR£E,.IV -
GRAVEL' RL7ER
OR ,#5 COARSE AGGREGA7Z.
aBLOCK & GRAVEL CURB INLET
SEDIMENT FILTER 3Ea
NO SCALE
ATTACH FILTER FABRIC
TO STAKES OR POSTS &
EXTEND IT INTO TRENCH
WOODEN STAKE
OR
STEEL POST
LENGTH = 5' MIN.
EXCAVATED SOIL
BACKFILLED AND
COMPACTED
4"x4' TRENCH J
SIL T FENCE
sF (WITHOUT WIRE SUPPOR,).05-
NO SCALE
SAFETY FENCE
PERSPECTIVE VIEW
}
` --:#
Y r ht �k a ��...
*itis r�
r. x�
E:,
+1 .
w:vt�:E.• , E , •.E«E.•, ,.E.PE,•:Y : g.•I •+•
.• �. .� r�. .." ..
.�.•.'.•yl h ,4 ...,. y ,.
:Ti::•''lv
S+::� 1 f• •" Nom•• sY . I
� I
PERSPECTIVE VIEW I>ERSPECTIVE VIEW
pLASTiG I"ENCE METAL FENCE
Adapted from CYsltwed Plasiier and IPlate 3.111-1
YD0 T Hoa iutsibjWzt tandards
.�.
TABLE 3.31-B
ACCEPTABLE TEMPORARY SEEDING PLANT MATERMJS
"QUICK REFERENCE FOR ALL REGIONS"
plani -aa
Sept I - Feb. 15
Feb. 16 - Apr. 30
May 1 - Aug 31
Source: 'Va. DSWC
• •
11
v
♦. �/.
50150 Mix of
DESIGN WATER
d1
1
w
(i olium mule florum)
+'
&
50-100
Cereal (Wiatet) Rye
70' MIN.
3" SIA -2A ASflNLT TOP COURS�2%-
i i1
I�I
1 ll
{
i
i1
R i .;1,.,
.aY i'YIi
{ -� 4
I.....; ) (`I if
�YT
1 �� i Ii;f
1{$j �'.
ABOVE GRADE AND 4'
Ill i
l Ili-
�. , .I
l
I -`-,"t
I��j4,f..,
TING
SECTION A -A
0
U
z
CL
1 II
ltYi
f ;MI:
.
WITH A MINIMUM WASH HOSE DIA. OF 1.5'
0
LU
3 PAVW TEMP CONST FAIR
ice. CURB OR
/- ASP
uPYwx PnvEo wASMYthCK
1
EDGE OF PAV'T
> w
{%
Ew rr •'
,
w i
rr,rr y 4 , - _
r jI
1 I }'I
�+
w
« �r..r ,. rr.
r!« ✓ {
j11 fI
I
-
•- on
11
-------
a-
101
M
I.. � I
'" ifl.'
#• #.
TABLE 3.31-B
ACCEPTABLE TEMPORARY SEEDING PLANT MATERMJS
"QUICK REFERENCE FOR ALL REGIONS"
plani -aa
Sept I - Feb. 15
Feb. 16 - Apr. 30
May 1 - Aug 31
Source: 'Va. DSWC
German Millet 50
(&Aaria italic)
Rate
Species
Ibs. acre
50150 Mix of
DESIGN WATER
Annual Ryegrm
DRAWME SMUE me= HAw
(i olium mule florum)
&
50-100
Cereal (Wiatet) Rye
70' MIN.
3" SIA -2A ASflNLT TOP COURS�2%-
(5�e )
SET 1 1/2" WATER
Annual Ryegrass
60-100
l' v i- ortr )
PROOF HYDRANT 3'
German Millet 50
(&Aaria italic)
DIVERSION DITCH
MINIMUM "T,AT
ALBEMARLE COUNTY
i
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12' MIN.
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PAVEMENT
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�OTI 17. IO �6 S F QUICK SAND, KEEP OUT' IINSTALL SIGNS "WA NIN j 4AF Fit 77 --LIMITS OF DISTURBANCE- II=5 1 AC IL .. ,RI 606.P(Y 15 ij, Ir L=75 =595.00 INV S=1.33! L 0 \0 I4 ROTECTIO WTS OF DISTURBANCEi�
SEDIIVIEN I
RIPRAP OUTLET P -L- _L I , -
IPHASE 11 0
-7- W1 =3 75'- W2=9 25' L=8'- D=1 BASIN 5 v 0\
-5114 AC. PHASE 11 '20770 SF, -1.30 ACRES Cw=0.40 j �f T\, ...... Tc=5 HIM. 7 I' L0'f WLO �,�& I00' STREA IALONG' VDI RS -ION ERM Lu
ROP ED SION BERM�-- v J IV k 2 �c OSED*TRLE P (TYP. �-,PRO DIVERSION, BERM/ uj Lij LLJ
U)
TO z Lu
SEDIMENT NT�A&61R T BASIN 3 OSITIVE DRAINAGE 0 0
u u .95 PHASE 11 LONG, P.IVERSI�N BER ... - r z
0,325 u Z Z Lij v= 0. 47
0 0 ul)
C 1 6.9 min. u u ce 0� 0
x - /.
ILL_
.............. x bT STOCKPILE La- CL I........ � >
Lu Lu U)
uj
>
> > Lu
uj uj 0�
LOT '0*1,� I"2 ISEDIMENT 40�
PHASE 11 POSER. SILT. FENCE ------- 20.21 ACRES Cw=0.47 ..........
0 ,2002A.SF. ...........
BASIN __N 016
77- (5'Lx2'D (TYP.),'(
6'PAV� C . ..... Ico L T . . . . . . . . . -t- N�)TRUq :10SED 20' EARTHEN TION ENTRANCE ui ZGENCY SPILLWAY
��48.17 - 7 �4 CL. III RCP'RISER
M=047.17 ICL. III RCP BARREL % LOT< )IMENT BASIN 2 �SE 11 �Ro S `20b�l -1 CLASS I /* 'T PROTECTION POSITIVE DR =0.43 13.5'; L=15; D=2.5' HIS �O Ic=9.6 m ......... 7 ..... /* 0)
CN
SFr ... in. c cy)
0
CL 14 SF 04 LOT, -7- JKU�'UbLIJ I U LAN I MtN MERGENCY SPILLWAY --�-2�SF z H./ 8" CL. III RcP8ARREL .... Z. _z/// 0
I2 r I .&� A TY'F C D N BE 5F/ LLj C; 'AF INSTALL SIGNS "WARNING,. uj
LLJ
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IAL� G DIVER N BERM P-4
V)
Iuz
w Iyu S ��AM. [ 0
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ry CT CT POSITIVE . ..... .... x POSITIVE DRAINAGE qNq PIYERSI BERM.'.'.�' � 77 . . . . . . . . . . . . . . STON T
�0 f6, _j w I YFH1 /* 'Wx5'Lx2'D u ....... w r AF L i 0
06 . . . . . . ul UJ z
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U)
0 z . . . . . . LJ /* ;AFETY 0
7 PRO SED /* FENCE 0
NISTALL SIGNS "WARNING, SAF ....... . . . . . . ,:L> w 0
... QUICK. SAND,. KEEP OUT" 0 w Ix PROP SED 2 CL. Ill RCP RISER O RIM=551.33 CL �a
<
>/ .............. .......... ... ... (D
PROPOSED 24" CL. Ill RCP BARREL- I. . . . . . . . . . . . . =244 . . . . . . . . . . 0 0
.7, PROPOSED 62' EARTHEN., INV IN=542.00 7- F7 7 7- EMERGENCY SPILLWA .)NV OUT=540.78 N
/* ELEV,=�52.�,3 x I . 7- - / - - j .' 7- -[-/-.-7 -7 VA S=0.5% I SS AIL 6 OSED SILT . . . . . w
vcp 8rEp CkNGHOLE CREEK
ws� I OUTLET P RW,�A' u czp Lu W W2=19'- L=13': D=1.4/ 71 E fkeCIPRO w F
0 f fr- o 9 -VH,82 - 9 �,A 7 7 0
/* 0 0 -0 JOB NO. TBM GRAPHIC SCALE 112072 320 0
80 0) 40 80 160
N' x ROPOSED --SILT A I --ENC
E(S7F SCALE
1 80' 75
IN FEET L I inch 80 ft. SHEET NO. II_c _c:
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I , / / 11 �
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-
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0 /
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/A I I`NUI-'Uz3I-U Z4 UL. III NU' tJANNtL
A 1 =244'; S=0.5%
/ I I NV IN=542.00
-I.-_____ - ------- ____ PROPOSED 62' EARTHEN __,,� I I NV OUT=540.78
__ - _T_ 7�- 7 __ EMERGENCY SPILLWAY" J\ 1/1-1
___/ _ __77 ____, - - -- /- ---/- - --- 7 ELEV.=552.33 - - - ------ ----- '-'----
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- JEX*H / / / RWS -
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/ H 8 1 _--/-- ,74 --I _Z -,,- / / / / / / /
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/ / ....,
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SE'DIME'NT A SIN 05B-2 �� / , ".1"11-1 ..... -
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LOT : 104, ' // f 11 / 11 I / ....� ., 9W /
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�, / I ,/ / *1
.1 . � , /Z /,/ / / *1 =150'; S=0.5%
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,
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, / / . . .. INV OUT=5�7.25
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I
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SCALE: I =40 _, -1 - I If i /I I/ / *
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I '-\ "\ ,,, , , I 1\ \ I,, \ I i I C
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AF/ . , "'�/ I , 11 . ) ,INSTALL SIGNS "WARNING: ' ' \ .. I 11 =110'; S=0.5%
.
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Sediment Basin #1 Design
� 1.
: design high meter (ft)
�
563.00
546.18
11
I
...
I
1354.1 . :
.
I'll .1
10.0
MR4. I'WI.:MI.LWAY CREST Of EMEROMf
Z MTHOUT SPUWAY
drainage area (acres)
545.00
1: � I
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20.21
1
.1
1.49
I 1 � e, a. fft face I_
)��. 1sI 1ib_I', ll�.
12.I1A1.
-
1 )DESIGN H160 WATER
.. .1I,
downstream face slope-
basinI volumes. (using 2contIoIur intervals)
113,541
�.
1
. baffles:
425-�FI, S109ELEV.)
I
.
elevation (ft) contour area (sf)
-
volurne:(cy)
11 I I I
I . a, v
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I
.
- -
64&00
9869.0
�0
.. WA I .
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54&00
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1084.mo
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383.2
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.
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548,00
128351-0
1258.8
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Im . STORAGE ...... -1_ I , - �.�
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111.1- I—— 1-11-11
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. DMATE Wj
1. DEVICE
11 1.
11 -
550,019
.1 ,
.1 11
15480.0
. I
2306,0
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,
-WET - .......... "
_IM' 1_ 11-W.",
-1---1..1.'_ . ....... - .... -
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38,76
1
`111 ...
552-00
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17708,0
I .
3534,2
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61)6
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20037.I
I
4931�3
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5I43.0 0 I
I554.00
,
_ SLOHt5-AFELEV-5250--j-__
I.I1I
539.82
I
SWMEW1 C"Ov.
(" WET , 5MRAOX., CED
544.00.
I
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45&0
. 1.
to � I
,p width ofdam. (ft)
11
TO 3 C
I
available volume before cleanout (cy) (rnin.34*DA)
1 i
.1 I I I I 11
, .
MktA0_raeE;
,
-wet storage required (cy)' (67`13A)
, �
- ,
1.
. . 11 �
dew 'g orifi I ft
. Morin , orifice - I .1 . I 1-1
1.
. � I I I
. . . I
. .
wet storage:proWedat: this:. elevation (cy)
.
II
I ,.11
� �11
�I
available .
I
1.:vdIuneIb_etoIrIe.clo,an-ou..t1 .(cy)�in, 34*.
)
I
cleanout
elevation
�
M
distance from clean�oIU
ttIo.orifice 11 (ft) (>A.
I)
I dot §LorAQe-.,
I dIry storage requir-ed(cy) (0
7*DIA.
)
I I
I
Iprinciple spillway crest .ff�
.�
t..
)
dry storage pro\4ded� atthi1s1
I
-. leIv
I
aton (cy)
� -
diameter ofdewaWing. orifice (in):
diameter, offleAble tubing (in) (otifice+2")
, . � .. 19 � I
i`L noff -,
. I
C.(use 0.45 for bareearth)
I
1c(min)
I I
I I
I 2yr 13.7 Q.2yr
I �
I I 26yr: 5,4 Q 25yr
,
principle � 1. �
� . .
available head (ft)
diameter riser (in).:
. .
-
spillway capacity, Op (cfs)
I I
diameter trash rack (in)
�
�
I
barrel length (ft)
I
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head. -on barrel through embankrmnt, (ft)
-
I
� I
+
I
diarh0WofWr,6l.(In),.. _-11 ..
1354.1
� 1.
: design high meter (ft)
�
563.00
546.18
11
1
1 1 1
.to. I I 11 11
P. of (ft)
I I
1
554,00
1 11
1354.1 . :
�..,
1. .11
1
I top of dam (ft)
I'll .1
10.0
68711,
1. 1�1
, . 1
bottom of.bo6in.ft
� I
545.00
1: � I
540.169
.: 1. 1. 1. �
approx bottorridimenstions:
1.
Wx-2W
1.49
I 1 � e, a. fft face I_
)��. 1sI 1ib_I', ll�.
12.I1A1.
-
24
.. .1I,
downstream face slope-
, � I
3:1
113,541
�.
1
. baffles:
1 1.
YES
551.33
1
length of flow, L (ft)
148
1749;0
.1 I
., . �
.effe.0ve widb, We (ft)
I 15
.
8.0
I �
I I
L i We � (baffles not required if >2)��.
�
�
:1.28
10.0 .
� 11.11
�
I
I
1'199:7
collars:,
I
YES
+
� I
depth Of water I �A $001may 0 � ri . ost (ft)
11 - I ; . -
16,33,
.
1
,0.47
� I I
shape of upstream face: (Z-1)
21
152
� slope of � barrel (Ski)
I I . -
I 0�50%
� 11: �
11 .
35:1
. �
�: length of � barrel. in. . saturated, zone (Ls)
I I
38,76
56,4
11. �
. I
� �. . .
.number collars required
. . I 60
13
,wIet�I
� �
dimension of collars
-
61)6
1.67
emrgenc y.sI pi.lm.aIy.,
YES
24
I � I
required apadity (Q25-Qp.) (cfs)
37.4
19.00
1
Ie.
I 1 1 I
b11I ot� tom width(ft)
2
6�
3
I ..
s1 of exist channel ./ft)
1
330%
24
II
minimumlength of exit channelfft)
I
I I 52
I
11 .
11 . .55
. I ,.'
crest of spillway (ft)
552,33:
24
�
�(usi�n,gI
elevation ft contour ur area(4)
- -1- .
Sediment Sarin #2 Design
; I i
I
I
. �
I 24" RCP .111 RISER
I �
�
drainage, (acr -�
1.33 I I I
�
14.2 8
� wwrINI, $TUL I WAY � rVATHOUT:
I I I
CREST OF &MF_Rr4VCY
SPILLWAY
. . I
drai,nage,area,(acres)
I
560 I I
.
611,21,
I
DESIGN HIGH WATER
I
basin volumes: ZbIoIntour.intervIalIs)I
� . �
16 GA. GA�V.
.
I I
STEEL ANTI,
,(215I -,ypI I I
I- 1.�I
1 1 STOI1-R
i ;
� . �
�(usi�n,gI
elevation ft contour ur area(4)
volume (cy)
1,
I
� I I I
05,
I -_---______�_
-------- --------------
Iii
Ii
. i�
538.00
57%0
0
1I .0f-. --S.D--r
I
___ _
_mo_
540.00
81270
512A
1
RISER CREST
.
54240
1048&0
I
1'199:7
- WY - =RAGE .,
1 I .
A
544.00
I
13001.0
�
2068�0
�
", "I I -A1,1111111111-1, -1
�. -,
-weT* sxoWE� , � �,,��,))'11 � "W
�111.1
11 11- I—- , I
I
I
548.00
I
10484, 1 0
. I
� 11
. I
2204.1
, 1W
SMMEW,CU Oil
(* WET , SIMFE RPEODUM.
I
550.00
�.
12195.0
11
3043.2
TO 34, CN,/ "E)
I
,wIet�I
(7SPILLWAY W7
; T �11 I
i . 1'� I
(PWIME09
. CEO
ET
TO ;M C�Y.'/ ACRE),
I
!
j � i :
� i �
i j i i !
,a,orIne,I.
wet storage rA)
.e uI r,edI (cy)I) (6,7.'i*"D
AT ELEV. 5521.33'
I
4-16I
Idesign highI water -(ft)
5I43.0 0 I
dewatering orifice elevation (ft)
_ SLOHt5-AFELEV-5250--j-__
I.I1I
539.82
I
top. of darn (ft)
544.00.
met storagia,provided at this elevation (cy)
� I I
� I s
45&0
. 1.
to � I
,p width ofdam. (ft)
11
�10;0v
I
available volume before cleanout (cy) (rnin.34*DA)
1 i
.
211.11
I
bottom of basin (ft)
538.00
1
cleanout�elevation (ft)
1 1
485.5
I 1.
538i82
1 1
�
1 . I - I
a � Pprox bottom dimensio , ns�
1 . .1 .1
12'x266,
I I .
I . � �
I .
distance
istance f I rom cl,eanou I t to orifice (ft) (> 1')
.
54237
.1.00
�
upstream:face slope:
12:11
� II
!
I55»,3.00'-1
1.88
I
I I
1. I _ I.,
upstream fad� eslo � pe . :
downstrearn face slope'.
31
�dstorage
r
I
� i i i
! .
� � 1
I I
I . .311.1.
dry Stora e:
.
dry storage. required (cy) (67*DA)
.
4161
baffles',
NO
� 1. .1 ,
rind spillway crest (ft)
prunc: I - . �
� 956.8
..5. I 16.�.8 .
54,1;50
.. I
length of flow,� L (ft)
. I I 1.
23G
�
dry storage provided at this elevation (cy)
I
64717
551.9
�
effective width, We (ft)
1 .
34:44
diameter of deWate ing orifice (in)
9568
I I
5.0
-
.
L I We (baffle not required if 2)
I . I I I - . I
6.a5*
diameter �
diameter of flexible tubing (in) (or � ifice+2")
I
TO
7,0,
0.29
I
diameter of fle)dble tubing (in) (orifice+Z')
I
90
i
collars,
YES
�
runoff:.
7"'DIA.
..collars:
depth of water at spillway crest (ft)
,350,
C (use 0:45 for bare earth),
1
i DEVICE-'TU1BIN(
I � I
1 I AT ELEV. 548.113
0.43
1 . .
slope of upstream face (Z-1)
-I �
�2:1
tc (mini) I 1
I
0.47
96
� 11
. I
slope � ,barrel (Sb).
barrel .1 � 11 I
O. .. I ,
I 2yr 41
Q 2yr
I
10.9
I
length of barrel in saturated zone (Ls)
� 11
21.43
1 25yr 6.0
, �
. . �
,Q 24r
-
17�6
.
� . I.. I I
number collars required
.1 -
2
.. I I .
�
Q 25yr
I
35A
I
number collars required
,
dimension .of�
collars
5.646 �
. � .
- ncigle 1. §gilb6@y:
pli
� I 1 � I I 1
-----I-,---
�, �
I
�
1 . . I
pdno*vuhft:
. r
, I �
available head (ft)
11.00
.
cy spil
- May.,
eTg-rqe-n
YES
I I
diameter :r1i1g. riser (in)
.
1,83
24
I I �
required capacity ty:(V574) I(cfs)
2I -I 6
spilkNey capacity, Qp (cls)
� 24
15,00
bottom width (ft)
:10
� �
diameter trash rack
.1 I
19:00
� 136
slope of exist channel (ft1ft)
I I I
33%
I 1
barrel length 00
.
36
� I
115.0
� I . I I �
minimum I nlength.of it channel (ft}
. e)(I ,)
I
132
� � I .
I head: on , barrel through' ernbankrnent,(ft)
� �
110
,5.26
.
crest of spillway (ft):
1
542.50,
diameterof. barrel (in) ,
.. 1
18
. .. I -1 I I
.
I
Sediment
I � -
� ,iment Basin #3Design
I �
; I i
I
; �
. �
I 24" RCP .111 RISER
I �
�
drainage, (acr -�
1.33 I I I
�
14.2 8
MIN -1, w Solawn
: V mtkout
i
CRE57 Of- EWERGENV
SPILLWAY
/
area
I es, I �
560 I I
I i
C I :
I � I
� ;
I I
DESIGN HIGH WATER .
�
I i I I
; � � ;
I : � :
i � i I
�
basin volurnes� (using 2" contour intervals)
�
� . �
16 GA. GA�V.
.
I I
STEEL ANTI,
I -
-(25-YR STORM ELM) I
.
I
i ;
� . �
.(ft) contour area (sf
elevationA
I I -
me
volu(cy)
. I
I �0.51
I -_---______�_
-------- --------------
Iii
Ii
. i�
.
540.00
I
4707.0
0
� I MK 1.01 ----
�. I
- -- - -----
54ZOO
5968,0
394.4
-111-
��� ;�, �� " �
�'...111
RISM CREST
544.00
.1
7365.0
�
88,74
�
MY I STOWE .
I
VENATEMNO
MACE
546100
8874.0
:1487.9
I I
* WET ':MR , AGE
I
548.00
I
10484, 1 0
. I
� 11
. I
2204.1
�
I
550.00
�.
12195.0
11
3043.2
. .
5 CLEANOV FIDIN,
-
I I
I
I
(7SPILLWAY W7
; T �11 I
i . 1'� I
(PWIME09
. CEO
ET
TO ;M C�Y.'/ ACRE),
I
!
j � i :
� i �
i j i i !
wet "t tage-
,
AT ELEV. 5521.33'
I
�
. i I
I � I I
T i
I i
I I
met store . I ge required (cy) 67 DA
"
_ SLOHt5-AFELEV-5250--j-__
956.8
I
desi n high water (ft)
1 � I
I I I
549.00
- .�.. � . � I I I
demb - If- I elevation (ft)
�.. � -
� I s
. 1.
1544.25
. .
topr of dam (ft),
550.00
� I I
wet storage provided at this elevatioin (cy)
. I
1 i
956.8
top� width. of dam (ft)
106
I �
available volume before clean ut (c�y), (mini, 3 *DA)
485.5
I 1.
bottom of basin (ft)
- 11 �.. I I .
540.00
11.�
. 1. � �.
cleanout elevation (ft)
. .
i ____ � ____
� i � !
.
54237
I
app bottom di mensipris- I
. "
I I
11
97'xl 16
I
distance from cleanout to, orifice (ft)) (> 1 I)
�'. �
� II
!
I55»,3.00'-1
1.88
I
I I
1. I _ I.,
upstream fad� eslo � pe . :
�2:11
I
., � � I �
I �
I I
� i i i
! .
� � 1
downstream face sol Ipe:
I . .311.1.
dry Stora e:
550
.
-
__1
RISER t1OR ELqV1
- - - - 1`7
1 i
- - --- -i- -
,-
I _+____
I , --7- -T.67
_ = &§�_3:K_____j - �
- - � - -
I I I I -
i - 0-- DIA. 'I
equired (I (07� *I DA)I .
dIr-y storage requiredcy)
HEIGHT
1 ;
I � �
� 956.8
..5. I 16.�.8 .
.
ft1 _ s. �-
YES
principle spillway crest (ft)
1 550
64717
I
length of flow, L (ft)
,
6.3
I . �
dry storage provided. at .this elevation (cy)
� I
� 19 .. � I I 11 , �
1 1 I
__ _.. ----1-------�--
-
9568
I I
effectivewidth, We
. I
I I I , � �
217.54
I
.11 , I
I I 1.
diameter of de.watering orifice (in).
1
I I . I
-_
I
TO
L [We (baffles not required if �> 2)
�
0.29
I
diameter of fle)dble tubing (in) (orifice+Z')
I I 1
90
i
I 7
�
�
I
7"'DIA.
..collars:
YES
I
runoff:
1
I i i
I ;
i DEVICE-'TU1BIN(
I � I
1 I AT ELEV. 548.113
depth of water at spillway crest (ft) ,
I
7:17
1. � �. . . . I I.
C,(use 0,45 for bare earth)
THE EXISTING
FOR SOIL
I
0.47
� � . I . � 1 I . �
slope of upstream face (Z11)
I
I 2:1
1
(min)'
___
�
SHEET �
.1
1.6.9
slope of barrel (Sb)
11 �
. .
0. 50%
I 2y,r 3.2
� .
Q 2yr
:
. .1
�21.5
length. of barrel ,in saturated.zone (Ls)
� . " ,. saturated � ,� 1 1.
I
43.9
,. 11
�
,
�i ,.25yr4Z
.
�
Q 25yr
I
35A
I
number collars required
,
I
.2
1- --------- � ...... _. � ----- � ------------
� �
,-.-.._ -_ I
I I �_-__ --------------------------------�., 1
1111. -�--�-�.,,,--- "------,,,,� _ __
i
� -_ !
�i � -
�
__________i__
- I
� I 1 � I I 1
-----I-,---
�, �
dirr*nsion of collars
5ZIX5.6
1 . . I
pdno*vuhft:
1 545
j I �
1 RISER
� .
available head (ft)
I i 14' 281
.
1,83
. ems 's Iwa ,,
VL_�L
YES
I I
diameter riser (in)
, (iii) I
539.8
� 24
� I I
required capacity (025-Qp) (cfs)
required ,
16.4
1
spillway ty, OI p (ofs)I
capIaIcI
.1 I
19:00
� I �
bottom width (ft)
20
-
diameter trah.:rack (in)
i I
! I �
-_ I
--- � ------ - - ---- -
36
slope of e>dst channel (Rift)
�
33%
Ii
barrel length (ft)
�
110
minimum length of exitchannel (ft).
�
44
head on I barrel through embankment (ft)
i � ��
.
.8.72
crest of spillway (ft)
548.17
diameter --o-_fba_rrel (in)I
i I .
. ELEV.
i I I
I
18
i i
- I
-----------]
10+00
SCALE:
V:1 "=5'
H:1 "=50'
10+50 11+00 11+50 12+00 12+50 13+00
ESC BASIN i.
13+50 14+00 14+50 15+00 15+25
-.I-----
; I i
I
; �
. �
I 24" RCP .111 RISER
�
AT ELEV. 55 11
1.33 I I I
I i f �
� I I
:
�
I
560 I I
I i
C I :
I � I
� ;
I I
i I f �
�
I i I I
; � � ;
I : � :
i � i I
I I .
i .
r I � W/36" DIA. 13" H)
;
i . i i HIGH
� . �
16 GA. GA�V.
.
I I
STEEL ANTI,
� 4
VORTE
I" �X DEVICE
i ;
� . �
_W136" DIA. 13'HIGH 16 GA. G
� � �
! 5 0
. i
II
I -_---______�_
-------- --------------
Iii
Ii
. i�
I -------I
i
----- - ------ I � I I
i i �
h ;
I I
I -1 __.
------ e U
I ; !I
: i
g � -D-FA
-13E_FI EL
! �
I -E-D----+-----
, BRICAT
i t � � I
I �
�
I
i f ;
� I I
.
-_
I ;
TRASH RACK MAY BE FIELD
.
I �
I
I .
t
I ;
i ! � i i i
T
; i i
� ; . �
i � r -TOP OF DAM
� ; � I
�
WIDTH--':IO'AT
; I
�
LE V� 5,54.00'
I
I
1 1 i
I i
i �
!
I I
. I
. �
I TOP OF DA A WIDTH=1 O'AT
-
ELEV.: 554.00'
I . .
I I
I ,
I� -,-,T"----,----
I o
I I I � .
I I
i ; i ;
i I I I i
__1 __�
� ;----- I ; I I
i ! . I I
�
. � I
I I !
� ..... . .--- _________,i_______
� _____ H4_____A
i i 62'EARTHEN
;
I I I �
RGENCYISPILLI
I
I � 5 I
A____--1_1__
h AY VVI I�H
!
______________________
- � �
2:1 'I
� I i _______---------
I i T
I � � I
z
I I
I
I
(7SPILLWAY W7
; T �11 I
i . 1'� I
I : !
t i ; A
!
j � i :
� i �
i j i i !
i � I
SIDE !SLOPES
i
AT ELEV. 5521.33'
I
�
. i I
I � I I
T i
I i
i
_ SLOHt5-AFELEV-5250--j-__
555
I 1 � --,
I i
i
I
I I !
; s I
i : i
� I s
�
z I . �
I �
�
I i
I �
I . .
I I 1
1 i
555
ED INTO THE EXISTING
-
------- I
! d "I -i
I
I i 1-11
1
I __ �
� ---�_------f-
. C � �
I _
-----,---- -, -------
� : I ;
I I �
I : ; i
11 � - ; t I � ---
;
i I ;
3 ;
i i
i
L_ ______________�
I I h � ; �
______ -
�
--�- �-
! ; I
I � �
i I
i ____ � ____
� i � !
____ i -_
� I
i I � i
I
i
,
� z i
i GROUIN D WITH 1 I SCARFI
f-
I
; ED KEY FOR.
� II
!
I55»,3.00'-1
� �
R ELEV.
O��
t � i
= , 1'MIN.1
. I ; -
� 1 .1
, . I ,
1
I
5.8'MAX
MAXI
I �
I I
� i i i
! .
� � 1
I ;
I i I
1 1
-------
. ,
_F �
f . -
i 1,WMIPt.
E
I
.
- - MAX
- . . 2.7'
'! . I
550
_Z�-YE�"T
, -
I
I I � - -
1
\
-
__1
RISER t1OR ELqV1
- - - - 1`7
1 i
- - --- -i- -
,-
I _+____
I , --7- -T.67
_ = &§�_3:K_____j - �
- - � - -
I I I I -
i - 0-- DIA. 'I
I - - -Z
. . I �
- 1
= 1
1�� i I
i
HEIGHT
1 ;
I � �
!
! - ---1
�
1 I
. i I
1 . �
i ;
I I ; � N i
I I
i I i
i I !
i I
I
i
j
.
1 550
. 1 .
-_
I
_______+__----�-'-
- - � -
I)EWATERIUG-
1 1 I
__ _.. ----1-------�--
-
I
;
. �
----,,' -------
i
----------F-------
I -_
-----�-
-_
i
S TOR
SEWER I V_�)
i
I I 1
-
-
-
i
I 7
I ; !
�
I
7"'DIA.
I I
OUTFALL
RIP
I ..
AND i I � ; _>
�_P$ EEA
1
I i i
I ;
i DEVICE-'TU1BIN(
I � I
1 I AT ELEV. 548.113
I ! ,-
I I 1-_
I -
� -
I �_-,,._
k -
1 -
I i
CLAY CORE
i I �
iINQ. I
i
DAM KEYED INTO
� � .
H 1' RIFIE"EY
THE EXISTING
FOR SOIL
� I ' �
' i
:
-
I
GRADING
___
�
SHEET �
__ __j____
I
I
__ ----�-------------4--________
I I
� LEANOUT .
i I
,n.-_---.
__T_ .. -_
. - I-
. ......... - -_
.
i
__ __0
.
COHESION AND
I
_S(�A
�
6" TOPSOIL
�
MIN, I �
I
!
--_Ill
""u
_0
I
545
I I
1
---___ --k
______ i
i
I
I
i i ftEV.5 6.69
� i 4
� I
� I I
I !
1- --------- � ...... _. � ----- � ------------
� �
,-.-.._ -_ I
I I �_-__ --------------------------------�., 1
1111. -�--�-�.,,,--- "------,,,,� _ __
i
� -_ !
�i � -
�
__________i__
- I
� I 1 � I I 1
-----I-,---
�, �
i i
I i
,
k
I i � �
i
1 545
j I �
1 RISER
Mill N. 3001 ;
I 1 ;
I i 14' 281
i
i
_
I i
I
539.8
i
.
I r
1 i
I ; I 1BOTT
�
1L__________,_�_______---L -BA,'
I 111OF
. -------.----,----...--qK,�_qGREG��7--
! i i I COMPACITED S OIL
I ,
; I I -
I t
� 4__
- -4 --- ------ _�__ ____ I ----------!
. � 1
_,111111
t- ____
1 � . i __ __
_�_
iii Ill iii iii I
__ __ -------- ---
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RIPRAP OUTLET PROTECTIO I / / /
1�1 / / / / , I I . � . '/ . I .1 I I . 11
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ENSURE . - - , LIL_ _ � - _1 - �,
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Sediment Basin #4 Design
enc
empjgy.spijhM-
-
� I
� �
drainage area :.(P;cr�Op) I
,24
,
basin*wmes: (US119� 2I. '. C1.0I 1LOU,I rintervals)
als)�
�
1. ejevatiom'(ft) contourarea (0)
.,�. 1
.. .
576.60
.
20730
. � I
I—' .
157800
1.
:269510
58000
:3.694 0
1 11 .
$82100
-
.. �. �
48MD
. , � �
584.00
6024it11
1
5,Woo
1
1349.0
1
I
I 11
MIN11w) M, LLWAY �
I .11 CRM
ZMTHQUT: V
Z
ILWOENCY
.6-71. 1 1 1 1
Ill
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V S 0,
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11 - I 4—
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123.3 - .,STOWE vrw
358
672.8 NET. 54ORE
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11-1`11-
1-1
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107310
I
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1567 0 (S•mwq awntwo
TO34 CIY,/ ACRE)
� .
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wets
enc
empjgy.spijhM-
-
11 I
I - I
drainage :area jacres.)
I I
,24
wet storage �67*QA)
I � � 1. ,
.
449,6
11 -
I �
design high water (ft)'
1. � �.
. .
I �
I 585, QO
I � .
� 11
deWateri . . orifii�iOele bon (ft),
jig
�
580.58
� � �
top dam (fit)
to 41� I
58&00
. . .. 11 11
� .
Wet.:Stora e PrM46�Z at this elevation (cy)
I 9 I., I . �. I . I .1 .
450.0
� I
I
too. width of dam (ft)
I � .
1.0.0
.1 � I
. I � �
,
awailable�volurrle bef&e cleanout (cy):..(r6t!.:34i�DA)
I
2281
I
bottom of basin (ft)
� .
� . .. I
576.60
I I 1 ,
*.. , (ft)
578.89
I II
1pprox bottom di 0nsions,
.,,, I 1.
'cIeanot#,.61eVati9n
58
z*
1, �II
distance from cleanout to orifice M (> 1t)
-
t89
,
upstream face slope.,
I
2,11
I . I
I
�
downstream. face�slope:
: � �1;1
dry: storage:
I I
- I �
_ . � , 1. I
I
ii dIr�y:§.tJ.olcI�IIgw. 1II w4..wmI icy} (67*D�IA, )
449I,I 6I
baffles:
YES
principle:spillway crest t)
.d1
�
583 13
� . I
length of flow, L.(ft)
�
05
,dry Storage PrWded: at this elevAtion (cy)
I
� I
4%,O
. I
. . . � .. .1
eftotive I width, We
82,35
. I . I 1. . I � .
'diAtT*t6r.,dfd.6�va!6,ring.orfice n
. I I . , orifice (i .)
4.0
1
.
.
L: I we (b pot requiredif:> 2)
. � .1
. � I
0,79
.. 1, I , � , I . .
� I , I
diameter of fle)dble: tubing, (in) (orifice+2 .")
�
6�0
I
I �. �
downstrearriJace slope:
I
, . I 11 slope;
.1 %
271.4
I I
I collars;
YES
.
Luaft
length of flow, L (ft),
I � ..
. I
I
depth:,ofwater e I t spilWay crest:,(ft)
,
11
6.53
C (use.GAS for: bare earth)
1
046
I ,
slope Of upstream f � ace � �z 1)
2*1
I
t1_ ( 0).
.
1z ' �6
I . .
I I. ,
slope of barrel:*
, - , )
I �
�
2,51%
1:4r: 3 �7 ClIr
kyr
114
gin ,
let) of barrel in saturated zone (Ls)
1
39 98
I 1 1 .
�
I 25yr 64 Q 25yr
1 1
� �
18,3
nurit collars required
... er . ". 11 I
12
.
2:1,
I �
20
. I I
dimension Of collars
..... :
6W
I�rind ole. � �il� :
r
I
available head (ft)
�
djamieto riser (in)
I
. � .
� ,
5 RhNa Q I
,
0 . ,y capacity, � p (cts/
I
I
dametertrosh rack (in)
.
barrel length (ft . )
� I
head on barrel through ern I bahkrnent (ft)
M-
-
z I barrel -
didUM. Of I j . , ,� 09)
� ,
I I . I I
Sediment Basin #5. Design.
11 I - I I I I I �. I -
enc
empjgy.spijhM-
-
11 I
I - I
drainage :area jacres.)
I I
,24
basin volumes: (using 2" contour intervals)
3,
elevation (ft) contour area (sf)
, I
I I I I
693.20
967.9
600�00
11165,0
1 1
1 .1
602.00
1 �
1889.0
1:604.00:
� .1
1
2729. 1 0
I � �
60�6.00
1
I .
368010
1 �
608.00
4732.0
-
609,00,
I.. � , -
.
4732,0
. . .
wetstorage required.(cy) (67*DA)
I
dewatering ofifice.elevationff . t)
I I
I
I I I
wet storage provided. at elevation (Cy)
.
awilablee volume before:cfeanout (cy)#nin. 34*DA)
. 1, . I
I
I
cleanout elevation (ft)
I
dis1t1anceI ,froInI
cleanout
ou.t
to:orifice(ft) (> V)
I �
� . �
�
dry storage required (cy)
I . . � , (ISMA)
.
I �
principle spillWay. crest (1ft) ,
dry y $to
.Pag.epIrovic,e �,
at this
:Ielevation (cy)
dian-titer ofdmdlering cxifcejin)
I I
diarrieter of fleAble tubihig(in),(orifice+2")
I .
I
,
I
I
runoff:
I .
C (use 0.451or bare earth)
�
I
t,c (min)
. n)
I 2yr �3 0 Q 2yr
I I
I 1. 11
,
125yr 4.5 Q 25yr
I
principle spilbW
I 11 i Ile Head (ft) �
availab�
diameter :rlser:(In)
I
I
spilhwiy capacity, Qp (vt)
I
di . arneter trash rack (.in).
. I
I
barrel length (ft)
head on barrel through embankment (ft)
diameter of barrel 011)
1.87
enc
empjgy.spijhM-
-
YES
,24
1 I
r I equired Capacity (Q25- ,) (offs)
3,
.
15.,00
�
1
bottom *d . th (11)
� 8
36,
-
$1000 of exist chandel (Rift)
33%.
60,I
. 11 - . 11 �
m11 nI1.im.urInlen*_ oIte1A1ft.1 channel n.e1l. ft )'
1,I
-6 -
,
8.48
crest of s1pilway �(ft)
, I
584.13
1,24
�
� I I
� I ------- __-_-___-1
--- - _________1_1___
;
1, � I�,1z
Sediment Trap I design:.
1-1 � . ..... -111-1 ... l� . .
I 11 , I I ..�
I �.
11 I 11
M44. 1*W1 SPILLWAY
r WITHOVr
MST OF EMMENCY
94LLWAY,
4105,
, DESIGN HIGH N
� i
1
/
-I
1
eyl�
I I �
% I 11 _.
. . I
I I �
trap: wurnesil. I �
I .
1-1 _ I - - � I I I . I
volurm
I (cy)
-11 I—', .11,
j -s I
.0 0
I
% . I � -
6hevation
� area (sf)J_.V0Iuft1*cYY
M;
I - _____ - ------
1 1 WW 110, � � I I
I �
-_
.......e«.«.»,.I
6
343.6
I
-1
MSER CRE ST 1 I
.01 I
'R ' STORAGE 1_111-I .�,
MAPNG142.7
512.8
�
-1-111.--11.4.1--111 ;1111.11-
,,�,;,,��,,,,;-��,.�.,.��.���..'�ll",�l!'�;.,,,,"'I 11,V�-1111
1 wV I STORAGE .___.1_,_, ..--
�
. ,.
V I V I
��*
;� I I
540.12
I
� �
�
860� * 0
I I I � 1.
I
I
1 03.5.2
E Our ..
s&W CL mO
e I M
, ern
,1.
- I �
:-e
TO 34 C.Y./ r)
I
mt 9."I10
8"
271.4
design high water (ft)
1
607,00
.
1603.51
I .
I ,
I � I
I 1
top 0 . f clam, (tt)
1 ,
I I
609.00
,
2722.0
1 I
:top Width of dam (ft)
mo
bIottom of. basin �i, 0
59�9I 0..
, I13II71
.601 :91
, I
approx, bottom dimensions-
1�.
22'47'
teo
1
I
� . ,-
upstrealij tot;v pt'
I
21
2:<1
I
I �. �
downstrearriJace slope:
I
, . I 11 slope;
11
271.4
I I
.. �
� I
baffies,
I I
� I �
YES
� I
606.00
length of flow, L (ft),
1
n
275.0
1 �
� 1
1 effe0w,width, We (ft)
I I
96,84
4_Q,
� I �
L/We (baffles, not required if :> 2),
.
6,3,9
1
&O
� I
.�
� .
dr storage prb�tidedat thi.s.-elemation j
Y---- ' I . ..... 11-1 (, y):'
1.3416;
.. 11
collars:
11
YES
� I I z
11 I
- i
Slope ofd slora ,,, sides �
-
I
depth Of waterat'spillway crest (ft)
1
680
.
I I
10.3
. . I I
� , �
slope upstream face (Z' 1)
1 11 1. I � I . -
2:1,
I �
20
I
1 slope of barrel (Sb).. .
. I . I
I � . �
-
1.33%
3.6
I
� - � ,
length otBarre{:in saturated,zone (Ls)
, � 11
I I I �
43.1
1. -
6.0
I I I
, I
number� collars: required
� � I required
1 2
I
1
. dirnensimbf.collars,
4.25'x4.25',
11
1.00
I ,
eme[genex Spillway:
I
w
118
I I
required I capacity: (025 -Op) (efs)
� � .1 11 . . �
-
11
'.
8.50
8.50
I � I � 1
bottom width (ft)
-
27
Slope of exist channel (ft/ft)
,-
,76.;100
. .
I 1 I
minimum I length of exit channel (ft)
I I I
-
I 9.00
crest of sp ihway (ft)
� I
-
1
15
_-___,W-_
;
1, � I�,1z
Sediment Trap I design:.
1-1 � . ..... -111-1 ... l� . .
I 11 , I I ..�
I �.
I
r
I
I .j
� % :
-1- I'l"I''Ill�''l,''I''�"'I"'1;11, I ... I I 1--1--- --L-1-1 111-11.-'. �'�
i
drainage area (acres) ,(��.) �
i re 1
- - , I—, , S) _ 1". 11
I
1.65 �
... %1-111
-I
I 11
��
% I 11 _.
. . I
I I �
trap: wurnesil. I �
I .
1-1 _ I - - � I I I . I
..
I
I I 1.
I I CREST OF,
� I mHE)NEW
I I .
% . I � -
6hevation
� area (sf)J_.V0Iuft1*cYY
M;
.
." ,/,56ww '�_
ELM �
.. ., I
� -
� I.. -.11.11 -.111.
I I . ., .
�: .
I - .
,
, 631,00, 268&01
�'ll�",.,',I'"lL',�,L,.1,r_.
11 I r,
. . . _
off 1 ''
I I I I
� I I . . . .. .
-
I 11
I'll J�w - i
1 ""'.",
I 1--1-11-11
1. I � .
.
- :
632 C10: , , ,3146.0
'
�
107,9,
11 I 1. :�
� I ,. .
.1 ARY S FORAO I
11 .1 - .1 f 4
. ,.
V I V I
��*
;� I I
_ ... .... I .. , ,:%. 1;
. 1. . . , I
, : - I
- 1634.0W 4143.0 1'
... , - � ... - . . .... Z � .
I � I
I -1 - -
31TO ;
- , I 11 - ... "I '
I I , �
I 11 I
. I I .
1 1 .... . ..
-7,
I.1 .I 1 - - _II I �
1II
--11 -. .
I I
I IE1.T �IS.T�OI � .1 I 1 1
I
11
1111
I I
,1.
.WI.
("CAVO) I
I
, I . �
FILTER CU . �1111 "I
M: MO
:
I
mt 9."I10
8"
I
>
=9M
.
I ,
erequired (cy)( *D_)
110,6
a.1 -
,13-
k
d1�-tA-I1,1
6',,I.'llL'N11M.1�-1I1. T1R1.,I'1A"I
bottrrof stone weir ..
632"01..1111
1
wet storage oi6xAded at this WeWfi n(p
1
10719
.
.I�. ..I ..�1. ,
,I
11.-�.1I.1.1'11Lto�I1
111I1.1'
slopeof wetstorage sides
21
�
*I*
1P"tstora
1)'P�1,.
1
I
-r�a-,e�1l111l
1"1l
.
'_
1
Weir len P�PN
0ft-('
l,
919'
drystorage:
Y� i
, ! ;
��_:f
IF�E I
1*15bottom of trap elevation (ft)
,T
.
631,
I
dry' (9 7- �, ;
I �11 .,- ,y)� (6 IDA) �
- ---.1.11 I 11
1 10�.6�i �
Ir -
. bo4tb trap di i
�
.1 rn ap irriensions.,
� �
I I
I 35'xI Ou I
...11 I I
I I � ,
j
crest oaf stony weir .
Vires# I I 1111- -.1.1._., weir ....... 1- _._ .... . . ... 11_111-.-1-.--1_.-
. 'Ir I . 11.
63310
�
.......... . 1-- 1111-11.-_ ... � ...... _ --111111111111
- I 1.11-11 I I , I . I .. I I I I � 11 - I I --11-:-
, �
� top of. dam elevation
1.11.1.-- --- -11-11 -1, y- gars - --- 1-11-1.11.1- --_(f0___ . ............ ... . '
I I - �. 1 11 � - I - I'll. I'...'',"
11 I
1 .634 � __ ....
111----- .. .. ...... ... ... --...11-.____
.�
� .
dr storage prb�tidedat thi.s.-elemation j
Y---- ' I . ..... 11-1 (, y):'
1.3416;
.. 11
I I I
: .
to vAdth of dam (ft) ,
� I � - - I � -p '' I 1, � 11' I L, 1 � - 1-11 e
� ... ...... �
� I
I I . - I . I
111- r.
� I I z
11 I
- i
Slope ofd slora ,,, sides �
-
2:1
I - .
to trap dimensions . I
,
, I I - . . � I I
1 1
I 47�xl 1 3't
--------L --- -- - �
SCALE:
V:1 "=5'
H:1 "=50'
SCALE:
V:1'"=5'
H: 1 "=50'
t .
I . i
I ;
-605 ---------------= -----;t! , I:: -,---------i7Ic
.-----------[I
--------
605
-----z-----------�----�------"--,---,-------------------;_______--
I ;
I .
.
! i
!
_--T_...__.__ ____.____ - -_111___1.. -- __ ______ ____ I__.,__-1111_- --�11--,--�-,�-----------�--------i I
. -------- ___ -,- _________ - ------- ------------I-
;�i ; i
t i
I
I ; !
I i
i i i
600 ;
i �
.
i I ;
.------- __ -----------,---------�----�-----------,-------�--------- !------- ---------
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i i
i
i ! i
I
,
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i
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I I i
T i I I
I
i
E ; I
i
595 i � ; 1 595
______ __ r --\--- ___ i _____j1_________..____t ----- - I ____
STORh SEWE R_/ \ i 24" RCP Ill ISER AT ELIE .583.1
;
! I ;
t I I
\ : .
i i W/36" DIA. 3" HIGH 16 G GALVJ STEEL ANTI
OUTFALL AND t i I
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RIPRAII-�E-4- ------ --------- - --- �--,-------,--------,�;�-�------,---� -,.-- I ________ _____1_-____ ___
I \ ! i
i i
i t i
GRADI'4G SHEET �
�
i I lutju DAM �
i \ I i I -
I i ! I
.
i : � AT
TELE .586.0P' 590
590 1 i \ ! � i ;
______ ."� ------ -1. ---------- - - __ ------- __
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; I ' 8' EA THEN EMERG NCY_SP_]L_LWA (
I i
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I I 1_� !
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I ; \ : WITH :1 SIDE SLOP S ATE _EV. 58 �.13'
1
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I C YCOKtUL)A KEYS DINTO THEE
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__________________11_- ----�----------"--,--------,---�---- I -- I --- -_ --WITH-V--c;CARIFI�D KEY FOR
I ; , I
I N IND -
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I .
i i
i \ i ; Cok, ESION AND 6- TOPSOIL MIN.
25 -YEAR I I I
i STOR ' i
I '� I i - _T
585 i E I'ti i
i 1EV, = 685.00' ',�411\1. ��l� i i 585
---.--,-----,----, - .---�----------------------------
I 1.
i j i
i . :
! � \ __.. 4
! i
i RISER TOP � .. �, �_� �_A !
1.68T L., !
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---- - ---- - - 1__________� I �
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-1 _ - ____________________ ---------
-
- _- �
...
.
.--- �
I -----I,------- � 9.4' VIAX
I
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i 6" DIA. 1
1
; . =�
I I .
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� " G I ���',���--------_--------_-_----- ��,__,_N______ IN AR_i, 1 580
.
580 1 0EWATERIN--A I
----- _________ i I - - - ; HEIGHT
_E_TUl3fIVQ___ - I ;
. -------DEVI .,
I C - I i
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4
i t
I AT ELEV. 580.56
i z i
1 4 2
, ,
I I I
f CLEANA, �Q
; --- ____ - T, I j I
_________ - ___------- ------- �____
____ - - T - - ----- - ___________
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55�_8.89
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_VD_OT S_
T
575 \ ECA CL
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575
________ __I___
B_6TT0M` _ ---__T ___RIPRAP_
BASIN RISEN
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GEOFAB_R_
IC
FOOTINGE�EV. 57E.60 UNDERLAYM
ENT
______ _- __ -__ ,--------,---------------___ _______ L=
13'; W1 =6';
i
! i
(2) 6'x6'GALV STEEL' 24" RCP 11 W2=19'; D:=1.4'
: i i
i F 570 i ----�-------;iiI1;;
--,---1-------�iiIf;;: ----- ANTI-SiIi.;IIIrI
EEP COLARS!i
570
------- _RREL__
: L=60; Sz2.51%_
568 ! INVIN. 56.00 568
1574.49
" N . cc . C14
S(.\i r,6 v- (6
Lo 0 00 r*_ >,.I-
(0 .1 Ln .4 Lo
10+00 10+50 11+00 11+50 12+00 12+50 12+75
i 7
I ! ,
I
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I
i ESC BASIN i
li 4 i
11+60 1z+50 111+00 tm+w
ESC BASIN 5
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Dl�ERSI N ANfl-VO�TEX DEVICE
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TRASH CK MAY'
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1 RIPRAP SERE ESC/-�'\ i : 'TOP 0 DAM
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---- .____________ ---------/----[ -------------- _______� - ___________L________
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610
Lu
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i \,k�, ! '
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610
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�
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-
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- ,/� "I �510` - ', � � , �A� �, I '\ __ 1 2. IT IS A GOAL OF ALBEMARLE COUNTY THAT A MINIMUM OF 85% OF THE TOTAL PLANTINGS
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11.1,,_ '_ ______ 11 ,/ - - 1. THE PLANTINGS SHALL FOLLOW THE STREAM BUFFER MITIGATION PLAN. _j c
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