HomeMy WebLinkAboutWPO201400086 Plan - VSMP WPO VSMP 2015-08-11Em
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OWNER:
FOOTHILL CROSSING INC
Sheet Title
321 E MAIN S, SUITE 201
Q
CHARLOTTESVILLE, VA 22902
DEVELOPER:
RIVERBEND DEVELOPMENT, INC.
GRADING PLAN & OVERLOT GRADING PLAN
455 SECOND STREET SE, SUITE 400
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CHARLOTTESVILLE, VA 22902
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ATTN: ALAN TAYLOR
ENGINEER:
COLONS ENGINEERING
-
200 GARRETT ST, SUITE K
WOODLAND PRESERVATION:
CHARLOTTESVILLE, VA 22902
WOODLAND PRESERVATION PLATTED WITH PHASE 1, 2, & 3 = 9.897 AC
(4J4)29J—J719
PRE—APPLICA TION
11
CONFERENCE.
OCTOBER 17, 2011
TAX MAP NO.:
056KO— 00— 00— DOOA 0, 056KO— 00— 00-000A 1, 056KO— 00— 00— 07100, 056KO— 00— 00— 07000,
MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 30 FEET
056KO— 00— 00— 06900, 056KO— 00— 00— 06800, 056KO— 00— 00— 00800, 056KO— 00— 00— 00700,
FRONT. 25'
056KO— 00— 00— 00600, 056KO— 00— 00— 00500, 056KO— 00— 00— 00400, 056KO— 00— 00— 00300,
SIDE. • 15'
056KO— 00— 00— 00200, 056KO— 00— 00— 00100, 056KO— 00— 00— 07200, 056KO— 00— 00— 0 7300,
REAR: 20'
056KO-00-00-07400, 056KO-00-00-07500, 05600-00-00-05300
TOTAL PROJECT AREA:
92.40 AC.
LICKINGHOLE CREEK WA TER SUPPL Y WA TERSHED
NOTE: TOTAL PROJECT AREA INCLUDES PHASE 1 (16 LOTS) OF FOOTHILLS CROSSING, WHICH HAS BEEN
TOPO & SURVEY-
CONSTRUCTED, SUBDIVISION PLAT 2008-239, DB 3794, PG. 4-14. IT ALSO INCLUDES THE APPROVED
>
PHASE 11 AND /Il PLANS (37 LOTS), APPROVED UNDER SUBDIVISION PLAT 2012-57. THE REMAINING
>
PHASES FROM THE ORIGINAL ROAD PLANS (WPO -2007-0044) HAVE BEEN RE—DESIGNEo. IT ALSO
DA TUid:
INCLUDES 2.53 AC FROM TAX MAP 56-53 AS PART OF A BOUNDARY LINE ADJUSTMEN t. THIS ROAD
EXISTING VEGETA TION:
PLAN INCLUDES PHASES IV & V (33 LOTS). THE PROJECT AREA OF PHASE I—V /S 76.93 AC.
ZONING:
R-1 RESIDENTIAL, CLUSTER DEVELOPMENT AND BONUS DENSITY STANDARDS ARE BEING IMPLEMENTED.
DENS/ TY-
ALLOWABLE DENSITY FOR STANDARD LEVEL CLUSTER DEVELOPMENT- 0.97 DU/AC
�
+ 107 DENSITY BONUS FOR PRESERVING 207 OR MORE WOODED AREAS
PHASING.
+ 57 DENSITY BONUS FOR STREET TREES
= 0.97 x (1.15) = 1.12 DUA
PROPOSED DENSITY -
EXISTING LOTS. 53 (PHASES 1,
PROPOSED LOTS: 33
TO TA L: 86
PROPOSED DENSITY- 86 UNITS/ 76.93 AC. = 1.118 DU/AC.
17 UNITS PROPOSED PHASE IV
16 UNITS PROPOSED PHASE V
33 TOTAL UNITS PROPOSED WITH THIS SITE PLAN (PHASES IV & V ONLY)
OPEN SPA CE:
IMPERVIOUS AREAS
PHASES IV & V ROADS: 1.50 AC
SIDEWALKS. 0.41 AC
BUILDINGS/DRI VEWA YS.' 1.23 AC
TOTAL: 3.14 AC
STORMWA TER MANAGEMENT AND EROSION AND SEDIMENT CONTROL PROPOSED WITH THIS PLAN
NOTES:
1) THIS PROPERTY DOES NOT LIE WITHIN AN AGRICULTURAL AND/OR FORESTAL DISTRICT.
2) ONLY (1) DWELLING PER LOT SHALL BE ALLOWED.
3) THIS PROJECT IS NOT LOCATED WITHIN FLOODPLAIN LIMITS, BASED ON FEMA MAP NUMBER'S 51003CO235D,
5100JCO245D & 51003CO229D ADOPTED FEBRUARY 4, 2005.
4) ALL EASEMENTS ARE TO BE CENTERED ON THE AS -BUILT LOCATIONS FOR WATER AND SEWER UTILITIES.
5) WATER AND SEWER EASEMENTS WILL NOT BE DEDICATED TO PUBLIC USE.
6) STREET TREES SHALL BE PROVIDED ALONG ALL THE PUBLIC STREETS 40' O.C. IN ACCORDANCE WITH VDOT
AND ALBEMARLE COUNTY STANDARDS.
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—ro I E �90 Pi- " 10
PHASE IV & V WPO PLANS
WHITEHALL DISTRICT
ALBEMARLE COUNTY, VIRGINIA
SHEET LAYOUT
SCALE: 1" = 300'
MAY 23, 2014
n N,
LEGEND
OPEN SPACE PLATTED WITH PHASE 1 = 2.764 AC
Sheet Title
OPEN SPACE PLATTED WITH PHASE 2 = 11.324 AC
Q
OPEN SPACE PLATTED WITH PHASE 3 = 0.00 AC
® - - - ®
OPEN SPACE PROPOSED WITH PHASE 4 = 2.776 AC
GRADING PLAN & OVERLOT GRADING PLAN
OPEN SPACE PROPOSED WITH PHASE 5 = 7.923 AC
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TOTAL OPEN SPACE PHASE I—V = 24.787 AC
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24.787 AC / 76.93 AC (PHASES 1-5) = 32.27
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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.
WOODLAND PRESERVATION:
DEPTH OF EC -2 DITCH
WOODLAND PRESERVATION PLATTED WITH PHASE 1, 2, & 3 = 9.897 AC
10
WOODLAND PRESERVATION PROPOSED WITH PHASE 4 & 5 = 5.551
11
TOTAL PROPOSED (PH I—V) = 15.45 AC
12
TOTAL REQUIRED (PH I—V) = 207 x 76.93 ac. = (15.382 AC)
BUILDING HEIGHTS:
MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 30 FEET
SETBACKS:
FRONT. 25'
m
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F-
SIDE. • 15'
0
a
REAR: 20'
SUBDIVISION STREETS:
CURB & GUTTER
WA TERSHED:
LICKINGHOLE CREEK WA TER SUPPL Y WA TERSHED
AGRICULTURAL/ FORESTAL DISTRICT- NONE
TOPO & SURVEY-
TOPOGRAPHY PROVIDED BY A COMBINATION OF ROUDABUSH, GALE AND ASSOCIATES AND LOUISA AERIAL
>
SURVEYS INC., JANUARY 2007 THE BOUNDARY LINE INFORkdATION IS PROVIDED BY ROUDABUSH, GALE,
>
AND ASSOCIATES. INFORMATION FIELD VERIFIED BY COLLINS ENGINEERING MARCH 2014.
DA TUid:
NAD 83
EXISTING VEGETA TION:
PARTIALLY WOODED
LIGHTING.
NO LIGHTING IS PROPOSED
PARKING:
STREETS LESS THAN 36' FIC—FIC (LEON LANE & TRINITY wA Y) SHALL HAVE ONE SIDE MARKED NO
�
PARKING
PHASING.
6 PHASES TOTAL (NOTE—PHASES I, ll, 111 ALREADY CONSTRUCTED AND PLATTED)
THIS PLAN PROPOSES TO BUILD PHASES IV AND V ONLY
BUILDING SITES:
PARCELS 33-63 EACH CONTAIN A BUILDING SITE THAT COMPLIES WITH THE REQUIREMENTS OF SECTION
4.2.1 OF THE ALBEMARLE COUNTY ZONING ORDINANCE.
a
PARCELS 33-63 ARE EACH ASSIGNED ONE (1) DEVELOPMENT RIGHT AND MAY NOT BE FURTHER DIVIDED.
BURIAL SITES:
NO CEMETERIES WERE FOUND DURING FIELD INVESTIGATION OF THE SITE.
STREAM BUFFERS.
THE STREAM BUFFERS SHOWN HEREON SHALL BE MANAGED VN ACCORDANCE WITH THE ALBEMARLE
COUNTY WATER PROTECTION ORDINANCE
RETAINING WALLS:
NO RETAINING WALLS ARE PROPOSED
IMPERVIOUS AREAS
PHASES IV & V ROADS: 1.50 AC
SIDEWALKS. 0.41 AC
BUILDINGS/DRI VEWA YS.' 1.23 AC
TOTAL: 3.14 AC
STORMWA TER MANAGEMENT AND EROSION AND SEDIMENT CONTROL PROPOSED WITH THIS PLAN
NOTES:
1) THIS PROPERTY DOES NOT LIE WITHIN AN AGRICULTURAL AND/OR FORESTAL DISTRICT.
2) ONLY (1) DWELLING PER LOT SHALL BE ALLOWED.
3) THIS PROJECT IS NOT LOCATED WITHIN FLOODPLAIN LIMITS, BASED ON FEMA MAP NUMBER'S 51003CO235D,
5100JCO245D & 51003CO229D ADOPTED FEBRUARY 4, 2005.
4) ALL EASEMENTS ARE TO BE CENTERED ON THE AS -BUILT LOCATIONS FOR WATER AND SEWER UTILITIES.
5) WATER AND SEWER EASEMENTS WILL NOT BE DEDICATED TO PUBLIC USE.
6) STREET TREES SHALL BE PROVIDED ALONG ALL THE PUBLIC STREETS 40' O.C. IN ACCORDANCE WITH VDOT
AND ALBEMARLE COUNTY STANDARDS.
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—ro I E �90 Pi- " 10
PHASE IV & V WPO PLANS
WHITEHALL DISTRICT
ALBEMARLE COUNTY, VIRGINIA
SHEET LAYOUT
SCALE: 1" = 300'
MAY 23, 2014
n N,
LEGEND
WPO PLAN SHEET LIST
EXISTING CULVERT
Sheet Title
CUL VERT
Q
DROP INLET & STRUCTURE NO.
® - - - ®
CURB
GRADING PLAN & OVERLOT GRADING PLAN
CURB & GUTTER
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PROPOSED PA VEMEN T
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EC- 3A DI TCH
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DEPTH OF EC -3A DITCH
-
EC -2 DITCH
6"
DEPTH OF EC -2 DITCH
WPO PLAN SHEET LIST
EARTH DITCH
Sheet Title
DRI VEWA Y CUL VER T
COVER SHEET
BENCH MARK
® - - - ®
CLEARING LIM1 TS
GRADING PLAN & OVERLOT GRADING PLAN
VDOT STANDARD STOP SIGN
- zaa----------
EXISTING CONTOUR
200 -
PROPOSED CONTOUR
240.55
PROPOSED SPOT ELEVATION
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TBC DENOTES TOP/BACK OF CURB
EROSION & SEDIMENT CONTROL PLAN PHASE 1
TAB DENOTES TOP OF BOX
WPO PLAN SHEET LIST
Sheet Number
_.
Sheet Title
1
COVER SHEET
2
EXISTING CONDITIONS
3
GRADING PLAN & OVERLOT GRADING PLAN
4
STORMWATER MANAGEMENT PLAN (PRE -DEVELOPMENT)
5
STORMWATER MANAGEMENT PLAN (POST -DEVELOPMENT)
6
STORMWATER MANAGEMENT DETAILS
7
EROSION & SEDIMENT CONTROL NARRATIVE & DETAILS
8
EROSION & SEDIMENT CONTROL PLAN PHASE 1
9
EROSION & SEDIMENT CONTROL PLAN PHASE it
10
EROSION & SEDIMENT CONTROL CALCULATIONS
11
EROSION & SEDIMENT CONTROL CALCULATIONS
12
MITIGATION PLAN
TOTAL
APPROVED
by the Albemarle County
Community//De"elopment Department
Date ilj /6
File
APPROVALS DATE
DEPAWFNIENTOF COMMUNITY.DEVELORMENT
PLANNERJZONING
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ENGINEER
INSPECTIONS
ARB
DEPARTMENI OF FIRE RESCUE
ALBEMARLE COUNTY SERVICE AUTHORITY
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VIIZ.CII IA DEPARMENT OFTRANSPORTATION
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HEALTH DEPARTMENT
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COLLINS ENGINEERING IS NOT RESPONSIBLE OR LIABLE FOR ANY CONSTRUCTION OR DAMAGES
TO THIS PROJECT PRIOR TO ALL FINAL PLAN APP'294 �.
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I - _._ _ I I -_ — I - NNECTIONS FOR FQOTHILL CRQSSING ROADS TO ANY ROAD EXISTING 0R '
' � ,•,. _ __ _ --- _ , __ _., _:. , �.. CONTRACTOR SHALL VERIFY ALL TIE IN ROAD CO � , / , � �l ;
F 1 ---�I -_ _ _ t
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I _W� _. - I UNDER CONSTRUCTION CONTRAC O S
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_ __ I I I 1 ;. I ' I I CONTACT ENGI R T NSPECT CURB AND ROADWAY TIE !NS TO EXISTING ROADS, PRIOR TO ANY CONCRETE OR PAV .:,
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I : r, --- I :I I: I � NTRACTOR SHALL VERIFY CURB ELEVATIONS ADJACENTTO THE SANITARY SEWER MANHOLES TO ENSURE THAT MANHOLE / d.�,
I
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I, i I I I 1 I._ I I ,I; { TOPS ARE CONSISTENT WITH THE ADJ I/ f� -
SE il j ,�
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.. I 1 I I I I I I -' f/: �1"�I i CONTRACTOR SHALL PROVIDE ENGINEER SURVEY WORKSHEETS OF ALL ROADWAYS, PARKING LOTS, ALLEYS, MANHOLE %% ` - z1 ==,
. #.tea g. ;! I l i, 1 I I , I {4, I - 1 ,
! L I ; ILOT . 17 1 1 I I I 1 I IN TALLATION OF CIJRBING DRAINAGE OR UTILITIES TO COLLINS ENGINEERING / ,... _, i
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TOPS AND DRAINAGE
I I { 1 I- STRUCTURES PRIOR TO S
11 I I 20 708 SF I I 1 I I „ yl { I I / j1_ /�
, 11 I I I 1 I �- I /" I FOR REVIEW AND APPROVAL PRIOR TO CONSTRUCTION. COLLINS ENGINEERING SHALL VERIFY ALL SURVEY SHEETS TO , t , r, _,,
I ,; I I I I 1 I I I f fr_ I, !: ` I I q ;f �!
, I I I I I { I I . {.. ENSURE POSITIVE DRAINAGE AND PROPER ELEVATIONS FOR CONSTRUCTION. f I�!r f. ,I
II I I i I
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A FOR PUBLIC USE
{ ( I ! `"" ' I I ✓- -- -= - _- ALL PROPOSED SANITARY AND WATERLINE EASEMENTS SHALL BE DEDICATED TO ACS i`
I LOT 18 I . I' , . I I I r.l `a\ ,,
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25 154 SF I t I I 1 I 1 I - F_ I' �,', !' �, __ . ALL CROSS DRAINS AND UNDERDRAINS SHALL BE INSTALLED PER VDOT STANDARDS. /
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I _.._ 1 i 1 I - t DI F THE LOTS FOR THE HOME SITES.
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NOTES:
1, ANY SLOPES GREATER THAN 3:1 SHALL HAVE LOW
MAINTENANCE GROUND COVER.
2, NO RETAINING WALLS PROPOSED ON THE SITE.
f0ouw.,., v✓v I 650 J
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10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+25
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IVirginia Runoff Reduction Method Worksheet
Mirginia RunofrReduction Method ReDevelopment Worksheet - v2.8 - June 2014
Site Data Summary
Total Rainfall - 43 inches
Site Land Cover Surnmiary
Lorest acre
urf acE
fes
urf acres
Im ervious
D Soils Total % of Tota I A Soils B Soils C Soils 0.00 2.83 0.00 0.00 2.83 7.28 63.67 0.00 24.113 0.00 0.00 24.76 I0.00 11.30 0.00 0.00 11.30 29,06 38.89
Site Rut
0.41
fost Development Treatment Volume (ft')
57252
Post Development TP Load (lb/yr)
35.97
7ost Development TN Load (Iblyr)
257.331
.76-tal TP Load Reduction Required Qb1Vr)
17.06
Total Runoff Volume Reduction (ft') 0
Total TIP Load Reduction Achieved (Iblyr) IT
Total TN Load Reduction Achiem ed (16/yr) 61.461
Adjusted Post Development TP Load Qh/yr) 21.65
-Remain ing Phosphorous Load Reduction (Lblyr) Required 2.741
Drainage Area Surnima
THIS PROJECT PAYS INTO THE
LICKINGHOLE CREEK PRO -RATA SHARE,
WHICH WILL ACCOUNT FOR THE REMAINING
2.74 LBNR PHOSPHOROUS LOAD BY
PROVIDING 6.5 LB1YR REMOVAL (30% OF
21.65 LBNR POST -DEVELOPMENT TP
RELEASED)
D.A. A D.A. B
DA. C D.A. D D -A, E
Total
Forest (a c res) 2.83 0.00
0.00 0.00 0.00
2.8J
Turt (acres) 16.87 3.99
3.07 0.83 0.00
24.76
Impervious �acres) 9.68 1.14
0.11 0.37 0.00
11.30
0.001
0.001 0.001 0.001
js�89
Drainage Area Compliarice Summar
Virginia Runoff Reduction Method Worksheet
A Soils B Soils
D.A., A
D.A. B I
D.A. C I D.A. D I D.A. E I
Total
TP Load Red. (lb/yr)
14.32
0.001
0.001 0.001 0.001
14�32
TN Load Red. (Iblyr)
6L46
0.001
0.001 0.001 0.001
61.46
Virginia Runoff Reduction Method Worksheet
A Soils B Soils
C Soils D Soils
Total % of I I
Forest (acres) 0.00 2.83
0.00 0.00
2.83 9,63
Turf(acres) 0.00 1b.87
0.00 0.00
16.97 37.72
Impervious (acres) 0.00 9.68
0.00 0.00
9.68 32.95
BIMP Selections
Pract[te
Credit Area (acres) Downstream
Total % of Total
Practice
13.a� Wet Pon d #1 (Spec 414)
Impervious: 9.68
7urf (Peivious): 16m87
0.00 0.00
To-MM7pervio"s Cover Treated (acres) 97
Total Tkkrf Area Treated (acres)
TD-tal TP Load Reduction Achieved i" D.A.A (lb/yr) 14.'
Total TN Load Reduction Achieved in D.A. A (lb/yr)
Virginia Runoff Reduction Method Worksheet
Drainage Area B Summalry
Land Cover Summa
A Soils 5 Soils
C Soils D Soils
Total % of Total
Forest (acres) oloo 0.00
0X0 0.00
0.00 0.00
Turf(acres) 0.00 3.99
0.00 0.00
3.99 77.79
impervious (acres) 0.00 1-14
0.00 0.00
1.14 22.22
BMP Selections
Downstream
t
Practice CreclltArea (acres) --- E-1-1tr
Total Impervious Cover Treated (acres) 0.00
7771 Turf -Area Treated (acres) OMO
Total TP Load Reduction Achieved in D.A. A (lb/yr) 0.00
otal TN Load Reduction Achieved in DA. A (lb/y r) 0.00
Virginia Runoff Reduction Method Worksheet
Drainage Area C Summary
Land Cover Surimma
A Soils B Soils
C Soils D Soils
Total % of Toetal
orest (a cres� 0.00 0.00
0.00 0.00
0.00 0.00
7urf (acres) 0.00 3.07
0.00 0.00
3.07 96.54
impervious (acres) 0.00 0.11
0.00 0.00
0.11 J.4b
BMP Selection&
IPractice CreditArea (acres) Downstream
I lPractice
Total Impervious Cover Treated (acres) 0.00
Total Turf Area Treated (acres) 0.00
Total TP Load Reduction Achieved in D.A. A (lb/yr) 0.00
Total TN Load Reduction Achieved in D.A. A (lb/yr) 0.00
Virginia Runoff Reduction Method Worksheet
Drainage Area D Summary
Land Cover Surnma
BIVIP Selections
Practice Credit Area (acres) Downstream
I I 1PractIe I
Total Impervious Cover Treated (acres) 0.00
Total Turf Area Treated (acres) U.00 Total TP Load Reduction Achieved in D.A. A (lb/-fr) 0_00
Total TN Load Reduction Achieved in D.A. A (lb/yr) 0.00
Virginia Runoff Reduction Method Worksheet
Channel and Flood Protection
I- _L�ZU�
A Soils B Soils
C Soils D Soils
Totial % of Tota I
Forest (acres)
0.00 0.00
0.00 0.0
0.00 0.00
Tu rffacres)
0-00 0.93
0-00 0.0
0.83 69.17
Impervious (acres�
0.00 0.37
0.00 0.0
0.37 30.83
BIVIP Selections
Practice Credit Area (acres) Downstream
I I 1PractIe I
Total Impervious Cover Treated (acres) 0.00
Total Turf Area Treated (acres) U.00 Total TP Load Reduction Achieved in D.A. A (lb/-fr) 0_00
Total TN Load Reduction Achieved in D.A. A (lb/yr) 0.00
Virginia Runoff Reduction Method Worksheet
Channel and Flood Protection
I- _L�ZU�
General Construction notes for Stormwater Management Plans
Weighted CN
1 -year
storm
Adjusted
CN
2 -year storm
Adjusted CN
10 -year
storm
Adjusted
CN
Target Rainfall Lveril (in)
geotechnical engineer is to be present during construction of dams.
0.00
0.00
0.00
D.A. ACN
73
100
100
100
D.A. B CN
69
100
100
757
D.A. CCN
62
100
100
100
ID.A, DCN
72,
100
I 100,
100
_�
I D.A. E CN
q
1001
1001
A
General Construction notes for Stormwater Management Plans
1. All dams and constructed fill to be within 95% of maximum dry density and 2% of
F_
optimum moisture content. All fill material to be approved by a geotechnical engineer. A
LU
geotechnical engineer is to be present during construction of dams.
Z
2. Pipe and riser joints are to be watertight within stormwater management facilities.
Z
3t For temporary sediment traps or basins which are to be converted to permanent
stormwater management facilities; conversion is not to take place until the site is
UJI
stabilized, and permission has been obtained from the County erosion control inspector.
ffi
TH 07�\
SC T R. COLLINS�_�
C) No. 35791
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�WPQ,2012-00047 ...... ....... tUNDER,, ON .......... Wr/RESERVAT.1- ........ WM,8TANDARDS, -- - --- ---- ANLA K.- VBE'ANAL�ZEO APPROVED LINDE WOODU' KEW� V_A ....... ITH THIS PLAN Fibk;,_ I�ADDITIONOF'PHAS E,. IV &V ........... ............ ODI t -L,,'DRAINAGt . . . . . . ..... - - ------- -- - --------- ---- --- --- tIF J_ : -7 - ---- -- -- - IIIII-- - -------- - I--------------- ---- ------ ........ .. I30- "TEMPORARY GRADING EASEMENT FOR FUTURE CON,7RUQTLQNOF EATERN AVENUE CONNECTOR TO BE i VACATED WHEN EASTERN AVENUE NS,T, RU CT ED < PG. 175 ----------- III--- -- ------- - ---- f ............... . . ..... X tIA II. ... .. GRAPTit� "..s ------ ------ 50 -�,-Ioo 2,06 100 0 400 - - ---------- /NOTE:
11/t,IN ACCORDANCE WITH THE APPROVED WPO 203.2
-00047 PLANS THE CONTRACTOR &
/GEOTECHNICAL ENGINEER SHALL CONFIRM THE SOIL AROUND THE SPILLWAYS ARE
t- ------- -- - EET tAT 95% COMPACTION WITH AN IMPERVIOUS CORE AND CUT-OFF TRENCH. THE
EMERGENCY SPILLWAY SHALL BE EARTHEN LINED PER THE APPROVED PLANS.
100 ft.
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-_ __ I I
Soil name and
Cover description
Drainage Area
Description
Area
Product of CN x
CN (weighted) -
Calculated
D.A. #113
(Present)
hydrologic group
(Cover type, treatment, and hydrologic condition; percent impervious;
CN
Acres)
Area
tota I product/
'S'Value
Description
(Appendix A)
unconnected/ connected impervious area ratio)
0.0019
__
70.2
totalarea
61.0
72.6
69.2 -1
Impervious Areas
98
5.10
578.2
0.30
0.31
D.A #1A
C
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5-5
.00
47
220.0
70.2
4.24
(Present)
11
Lawns in Good Condition (75%+ Groundcover)
61
- 1 1.11
677.7
� 0
0
__
0
�
Impervious Areas
98
0.00
0.0
0.24
0.16
D.A. #113
C
Woods in Good Condition
55
12.93
711.2
56.0
7.86
(Present)
530
Lawns in Good Condition (75%+ Groundcover)
61
2.57
156.8
710
630
840
710
Impervious Areas
98
0.00
0.0
1 0.45
1.37
D.A. #1C
C
Woods in Good Condition
55
0.00
0.0
61.0
6.39
(Present)
2.25 1
Lawns in Good Condition (75%+ Groundcover)
61
2.38
145.2
1
1
D.A.#1A
1
Impervious Areas
98
9.68
948.6
1
1
Routed
C
Preserved Woods in Good Condition
55
2.83
155.7
72.6
3.77
(Developed)
ROUTED
Lawns in Good Condition (75%+ Groundcover)
61
16.87
1029.1
-
D.A. #113
Impervious Areas
98
1.14
111.7
Routed
C
Preserved Woods in Good Condition
55
0.00
0.0
69.2
4.45
(Developed)
Lawns in Good Condition (75%+ Groundcover)
61
3.99
243.4
D.A. #ID
Impervious Areas
98
0,11
10.8
Unrouted
C
Preserved Woods in Good Condition
55
3.07
168.9
56.5
7.70
(Bypass)
Lawns in Good Condition (75%+ Groundcover)
61
0.00
0.0
D.A. #1C
Impervious Areas
98
0.20
19.6
Unrouted
C
Preserved Woods in Good Condition
55
0.00
0.0
67.2
4.89
(Bypass)
Lawns in Good Condition (75%+ Groundcover)
61
1.00
61.0
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, � \_1' � I cl.\. I
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Check One: Pre ge nt X , , _� " 1, \ I � �,/ - III"\ , , � " ,,, I ,� , --, ��_ /, __._11�_� 11 _ . - .,- - " I , . I �( I - - - __-, __., �', / , , \ �
- ... M. , " , , . Is! , I �� I I -.-
I I I 1, , _ 'I, I—_ I � , , , \ , , , , 6.19 1 /
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i
D.A.#IA D.A. 9113 D.A. VIC D.A. #11) I / - ,, ,, I -- - , I..", �� 1, - / / 11111111, / - /11 I . \ � I I I I �: , � - I.., --- - _'1__1 ,_
I . / �, 1, , 1, I , �, -_ I -, , 1, i, ,.\ �, , Of'\ . . '� , I. I. , .� � i I � ..... I - I-_ � - / \ I , ,-,-- I
L - I" " - ", I - _ 1- - � \ , -, I . � , _'. . ." I '. � I - � - - _ --
I , I _\ , 11,�;,� � V / , , - ":,, I -- - LU
, , 11 ,�, I � � I \ `." -1 " I .1 v� I ... - I / " __ , , �,\. -, ""
i Check One: T, X I, Through subarea nJa � / -, - 11 - C '_ I . � / /I / _ ,. � \ , ,� , � , � " ,
.
/,., �, , " ____ __ I 5 I ,� I .,� -1i, 11 - , I / \ ,,, .;' , I ... �� , - , I - / , � \
, , ��,illl :-,;, I ", ,.,
\ D.A I 'I., / , __ --- � " � ., \1 � 11- 1, i \ \ I 1- ___", ,Zr_� " " , �,e "'. ,--, � ii I, , I , / '. 111111, ;�� 1, I - � � - I . � , , � 1 , . _ . , . , , I �. - �, I � ", , - :\, -, 1, P '4�1 1� ! r � I � .
L / I . .-, - I " / - \, . 1�. , _ - \,e, 1,,�,, ,I - " L `1� � '_ � - - 1.
1� #1A D.A. 111B D.A. 91C .� 2" " � / I - � ,�:� � Q.V,�'&,�� /, , �. 1. \ ,,"I, " - �� � -, __ . 'L 1, , 1, , , V.,", I , �� � . __, -_ , .
Routed UnrUlAted Unrou ted " � � ,/ / / :�, N:�, I x I � , , . �; .1 ------- - , I -
I Routed '. I I I I I N, , . , , . ,1� , � � - . I ��,,, "e. 0 _
.1 " , I rl I , * . ; ) I , � '-,� // �/�-, , I_, , , � .... � I � , 1, , /_ - - , , , - - � , �
� - , / , I � " ,I ( / d-1 I _,`Ii��, I , , 4h- , / � , I - � 1, I-- -11 V %`%, �! ,,, " � I . .\. ... �.. - _ .,! -- �%. I - ___� - , �
(Pre se n 0 (Present) (Present) '. I , - , 11 R� 11,�41 /_�,� �,,�, / I,/ , - , ,. � I - 1 -77 --7, // , ,,-
Segment ID: (Developed) (Developed) (Bypass) ,� il I / I, �, �, h I I � 1. 01-. \ \',, I - ,Q ,. , / ,"i / �,Z_/, , , ., _ , " I - ,' 1, ., `/1"', " % * �'.'�:, I . -, . - I �,, ' y�:�, / �, �-,- ,:\\ ' "" 1, Ix
I \ " I / " " _1 - _", - - / �,/ � /,-- - , -- -1 , I I � - ,- �_/ � LL -,. � - I , I I
I I _ , �, . ____ . I I 11 ��, " , , , 1,111I %3 I/
I /, " f " - 1, � \ , 1� __1 / , � I . / / I , � i/ /,�, ,,, 11 . , � - - � I- ,
- -1 11 "I",, , - ", 1. 1. / _ I i,, , "I, � , � .� I
I , , , --- ; - I I - I I ,II, , / 11,11,�,, , 4��, / ,,
Sheer Flow: (Applicable to T, only) , I �, I , I I Ile / ,4 � / I , � . ,�_ 1, . I '� 'I,\. � . ,.� � . %�� � � ,:�
I �� 1� 1, -,� " , , - I / / '. � I I . I \ ��11 , �"_'. 1, , . ,�. , . . .." I I ,/� - " 4 I- I I , " � " ��
, / / I I . . . . , �, . ".,�� �.,,'. . , I. � . . "', ", . - .1 - , ,.,, , , , ') � " 'I_ . , . ,
\ , Z " � I , , 'N " , A / v 1�'/ , " � , � ',-. 1/� 1. �,.�,,� - , , ,I,Z, � . \.'�. -:.��.4 � - , ��- , " ,.,. , ". ,:,\`.,� - " -- lj�' �_, F, -1 1" , .
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, , g � ,^, '111 i,/, ,,, / , -7-. 1 ,
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I I � � � I '111�1 I I , I - I . I_ , 1, 1, �. . .� m '. I . � ' 'i'� ' I " ' " \, I'L ' ' I _' ' '4,'L,�� . I _ 11 ` I I
I I � / ,� � � , � I _ ,
I, I Wd,�hght Wnd, (1,ght W-cl,(light , - ", , " ,
I �, , I I
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I I I Surface description (Table 3-1) lhldk(lightbh� ,-h) b h) b -h) DenseGrass DenseCirass Dense Grass "" " I I" I � 11 %, I - - , I � � \1 I � I- ":__,-�: , , �&'_ - �`,� �- I - - - ___ , - 1,
. _�.
" I I I / � " -1 ,,,� ',2�� ��,, , -�, . ,� _`�, / / ,//,14ir '� - I / 1_� � _, _. - __� . � -, I /
" , I I I 11%
I , _� I . , - - " -- / , * I � - --�� , -Z � " j�� - /
� ; I � ( �11 "I -�: . � �_'] / - � /
I / \ I , / I - 1�4, �__�� ,.;, -.:, 11�---,,/ I \ , �,,'
� I - I I I I \ I /. - / � ,�",�, �, � . . . . I I ., . . . . � � . �, �11 - - - "-, - ,- , - '- � I �
I � . . 1, . . ------ ----- . , � - , I-, ", ,
i � I 11 I ; , �__ " ,\ �, �, \ I. . - . . . �, � . . - .11 � '. 1, . . '. � - � - _1 1, , - `,�
i � 0.24 - I I '�,, � ,1.1_,W -,- 1� I.. 11 / / / " ., / . , , '. "I "". : ", " �,�, . " .. Y
0.4 0.4 0.4 0.24 O�24 ,.� , i� ��111 � I / \" \ i�, -_ -11 , , 1'��, , . . .\ �, - ""' � , - I_ � , , /
, , , ��� � , �� �; \ . / // ;�-_,- -_i - -`� , ,
'S
i
Z Manning's roughness coeff., in l-rable 3-1 / - ,� . / �'Zl I, , N111,_1 I /.
0.4 1 1 � - / ,* � - , I/ � - , � / , , __ __ - / i"/ / N", I I ", . ,I . . . ., _� ,� . .,� - �k ...... " .': � `1� - � , � ; .��,�, �, � I" " I , 11 �_ �_ �_
, � 11 , " - 1A , �, , / " i / , ,�% � - � , � . ., �':� � 1: e I - , , - - V ,// � _ -, : , � 1-11 I
i , 1� I i � �,o I , . ..... � / / I , , , �, //, ....... I I . , .`.".,�.\_., , . , . - , 'i� , _
� � / 1��_,i ,,�,, ;,�, �. ,�, ,,�7z�",��_, ,'��,'� .1 \ , '', , _ ". . :1 . I, -- - . - - - - -- - --- - - -_ �. '.. , -� -,�, . I
I " � 14 � .� , , � ", - I , , - :,. . ___/ - , / � �
I . I", 1, � _ , " -"W , ,, , 1-- r. " ' I , i, - , , , 11 �� " , .
i i 3 Flow len-th, L (total L < 100) (111) 100 100 100 100 100 100 100 , 1, \ \ $ -, , . ,/ , I � , � / I 11�1 1, ,I i \ � " , , 1, "' \ .- < , ���: ': , - �, . � I .... , `Z , I 1,�, ,,
� - I � � � < -1 - / / �- - _� �_ , / / �/ / � " ,qw( / ""I . I I V I N11, .1 �11\ ... :I,,,.`,"- . "" , . ......... ".�.�. . I I I I � / - ... � � -, �� t z 7P z
I I . - _ 11 � ,�, :_ ," ,� � 1 ,.7, " / , : 1, � , , , " /�,. I � `�� 11 /
� � ,� . _,_�� I— - / ) ." / " I , , ,,, ` I I- I �_�, -f� , `�,
I � I I ; I I -- -, ;_ " ,�, / � MW,* t, ,, � ...... o. . I " I % X . , '.. _ L,_ ". Z-��!.�.`, �. " 1� 1. .: ......... - , U-1 LU LU
� - , ,�. .:� ... :!� . � I 1, I " , . q-; ............ I . - . I _-__ , 1, iig� ," ",
1� I I � ______ . r'. ", 'I
�, f , , - - -11 - � , , - I , _ I - , , � / , ,f, , �� " ,�/,� �,i'l / L I, z 2: 2: 5,
,
. 0 � _; . . � � , , � , i�z �,: , ` 1. � I , � ' �< �_`�" 4'/' � /
. -- --\ " / I / , �,,�,,� . ]� . N --- . " ,
I _11- , I �, r, � I \ � I � 11 1W -q,o " , , -- -- `11 I 1, , -"� : : . ,� -) , """ I , , / / �,/, i, " ,
; 4 Two-yeai-24-hour rainfall, P,(in.) 3.7 3.7 3.7 3.7 3.7 3.7 3.7 -1 - 'i ; ; i "I , I / �, . . ',.::,� � ", , / XV, , , " 0 ft * . . ., , I
! . , z 5� �, xl'� .. '. , . � ..... . , ,
-
� , it I f � � I i IV I I I \N `%__ 11,"'. ' I., " �: I �/ - , I * , '* * - �,,. ��, ." � 4',.�_'. . . 0qt'_1_., -, ,/a -X � " 5�'%'��, . I /, , , _11,11�Q I,/ � , �_
1 5 Land slt,pe., s(ft/ft) 0.015 0.04 0.03 0.015 0.02 0.06 0.02 _ - I 1 W 1 k - / �, ,,,/ , I � , I , - - -, . , I �, * , -, I- /�, a 7- " V I I .1 ! , � 1,
� .... - . 1. . , . .11. P . . _�, , . '. , .�/ ; r 11 I . �, � 0 2: 2: 2:
,
I � , ! i "I I I " , , " , " I", : I I "I I . I'' - ,,, , � 1, i , I _J
/ , -- -, " -,", - �, I - ,�� 4' ' .. - nNym Now, , I . .�. . .. ,� . , I . r . ", , . . `.,,,� ... ... . .. � . ."I., . - , _: �
�
; I I , 4 , I ,/ ,� � � , - , - , , , , . , , I , I �,/ / " . I , - - -..-., � " ., .,J;�,�,*�/ ,
__ I , , , - /, , �
F ., I - / , III " ", K", , , L , I /, 7�1 " .. \1 � 1. . . . . - � , - , - " - , I '. , � - , I -
, - I 11 I I . . I I ,�,
, 1�
, - , ,� i � � � ... /__ - / j / � IN I .-, �, � M\ ll�� ## " .'\., � � ` _,:,�, � : �'., " � ',',-,.,, .-, -, " � �
- i i L I I , I ,,/- " , , 11 1, I , , , 0 0 0
_', so 4 11 : ? I IV I � lli� '�, , �:,,;r", I I 11 11 / I -- - ... - . . . . . . . � , . ,,- -- . " , " , , 1 i � ., i, � / -, -,j , i�,�,',�- �- <
, - 6 Compute T, � [0.007�n- Lf'] / P�' 0.37 0.25 0.28 0.37 0.22 0.14 0.22 1 ,� ; f r' \� I __ I , ", \ N 11.� 1�& :,��', �X,'11`1i;1�41_1.1111 �`, / -,Z�_, , �, "i ". � L 1, I ,-.9, / el / ,�', ...... I , �, 1, . '1.,:1 � . . .,-.-,. . -.z.. - �_�, �,,� /,"_ ,
� t _:_7 / - '� " i , I � � " , � , , , `
�� �, - � � I ) � / � ;1 '_1 '� ',
I I I r , , �, S ,�� - - , / / Z , I I- - " '41/ . �, . . . . � . . - . . , ,� . . . . :� , ___,� , ,_ r
I - - . . . I . " i , I " - . , ') -
. , � , , . , . ., . � . . . 1 - � �-��, - -1 � ,
I . - , , I ___\1 " � , , �,4a�� � ,N, . � -1, � ,X � � I I I I -, ,�', " ,�/ � ,�Y
-, '� / . �, / / ,�� '�� , U U U
,
,� - .
, ,
-, V, ,�, "z -, , .
'i ,
i
- � . a I . , - � j � I I, ,
- I I I I I I I N 1-21 , - � , , - "� ., ,
I , �, " , _
, - f I , I I . -b .6" , 'i � , � 11 - , � ", ".� , , .1 V . . .1 ....... / I " , \ I I . � , _'�', ,� ,-' " �' -, ','� -11, . _ -1--_ -, . I " , I ; "I ; 1� I , , -
` , 11 - ' - I - I " I (, -�Z4 �.� _),� n� �
�11,1 � I I � � 4P , � , , " �, . I_ . I " i 'A 111/11", �/ "I '_ , 'I "I � __�7::�__-.-'�_,:-.`. 12� /
II -- sk I 11 X /
,- I 1 ii I I ; I r , ,� / " , - I �, 1, ,_ " , - / - 1�_ L . I . . � . d . . . . ., '_ � . - , 4�r U 2:
� I - � �, , �� �, /" � / / " �_ � /. . . 1-1 . - �,"��: I P ��
� Shallow Concentr�;ted Flow: , � , , -, - , , - --- / / I , , , , / ,:�_ " �� " , , I L . , � i I �z 1, ,/ --,�, �: �: �:
J I/ _,�,��., , �,, , �` / �_: I . it . . I, . ��,,,. t'. . ,_ . -
__, I i I � , I" , 1 � �, � ,�� , � - , / / I //, , I , , ; * , \ � .': I I -1 . d_,._�� . , � . . - I - . �,._ . ' jl. I-. : ,""'. / I ) � , 1�9 �,�
� i ,, I � "d, 6 I . z z z
; I - _ 4 I I ) ,,, i . 7 -,I.. :. �� , I - � I-- -,:, � � _: , - I I V) ED
/ 11 / , I , " , ."'. ,,, I / I I � "I
i Unpaved Unpaved Unpaved Unpaved Unpaved Unpaved i � 1, 1# / � - I / /, � , / -, , ,11 ,:�,; . : . . \.� . �, . _ � _ _'. . __ . , J -1 =) Z) Z)
7 Surface description (paved or unpaved) Unpaved - __ -1 ----- 11 1 I . I I � . \ . , . / " _� �,_ I /� - I - �__ I . .... ;, . ,�< . . . 11"� -1 ........... , - � , i I Il / 11 � I UJ -
-,? -., - I I , _Z7� - I / \ : /,�, X, /I,-) �,'�,, -- � � I I _14_kX111 -1 I - "4 , . . ", . , � i � / 11 "
` - I , I/ -11 I ;,,`� I., -Z _:,� - , -, - - ,,,� ,� 1 1 1 1 / " -�
I I 9 Flow Len.lth, L (ft) 400 700 430 400 308 145 78 1 , I , / . , _�_� f �� I 111 ,,-,,, . , 1-1 ,., / " ,,, ,,,, S.. ". _Y11 "� I r I OA�l - . . Z,.�:,�. _.` '�,:','. .-,.:: .'� . _ , � , , , � 1. I > I . ,�,, 0 0 0 0
- , ,. I - 1��.1_1_ . . / ... I I I . I I - �� I
, , - � �� " , _V - I/ � Y I:,�, 11 I "'. , _ - I - ,
� I - I - * ,
� 11 . � �, _01_ Ib , / .1 --- ---- - I - �. , / / ;1 . ,� , .�.::;� ��-, 1�,, 1 1 I, I " , - - ---�Z,, -, z
j / " _ - ... - - , I . , , i � , � , / , I � /_ I I — - '',
, - -11 � I _ / , , , I ,- � V / - 11� I - ,
I � . -- - I I , 11 " <L
I - �, - " , " - / " . -_,-- , -;, - / . _ - I I . - ' , !`� - 1% I I', -�,� , , , " ,V, ;I ,q ,�
" I i I � 0.063 0.063 0.063 0,063 � - : i -, ,_, � " , � ---- ) to /I -4"I", ,- o / ", ,(, . . , I - ��14 . , , -�,-� , Ce C� C�
0.084 0.097 0.128 __ � // �, .. i . " '�, � �, I - I "I- , /�, , �.Y� Id I / , / /, -Y I , `� I ,1 -_ � \ �,, ,� �,
� ; /` I #� , " I" " N / �,�,
,
� �' - I
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9 Wate rco� irse sl ope, s (ft/ft) # - ./
,
� Y I / 1 I # / - , . 1. � ;rl ", , i Ni,, "L-- ' '' � , , /11 � ,:� � i , " / , '� / � �, / " �4
1 1 I' . /. ,�o -.?,,' ---,Z'_ � �,'/ 11 -.1 11 ! , - I 4W* ! .. - ........... I . T . I � �, "
1 4 4 4 4.7 5 5.75 , �. 1. ". , !� I,. / � -- I / I I , -- - /._� , / i I , , � ��, --i-IN, , .. . , � �, , ,� e �, I I -1 I I I , /1-1 ,-.,/";.', _>1 I ,_ �' " LU LU LU
" 10 Average velocity, V (Figure 3-1) (ft/5) 4 1-1.1 11 ; � - ',�VA-___ , ___ ,-_1 1'� I 11 ,,,�,� � Z-,,� � -"7,-- " / �r__ 1, I 'I \ � F , I -,� " !�� �/. /11<_;,� __,�_
,
, -1-1 I � " .1 - �k , "I � / 1. I—, I I � I C=ci-4ihrs I -��,X �� , /' IN" " \ \ , ",
, - I 11 J! � � -1 I -� ,� 1 ',,� -;: IN / - I , � ��,,,,� , ,,,,, 1� , , - - �, , ,;� � �
� , � 1: - i', �_ � 1, " ��
�
�, �, 03 1 0.03 0.01- I 0.00 - --- -_ , 1. _ - , I � I / �", - - , / , / , , - / I` FE�T -FLOW Tc= 0 � � - " _�,
11 T,� L/ 360VV 1 0.03 1 O�05 1 0. 1 0.02 1 1 1 1 ; "I � ; i It - _ � , � _ / � / I / , - - _/ , �k I ,i I
, I I ! � __11____ . , ;_ , , -,-,- , - I " li�� ""', /, ,,'�,/ � / - ,� � " " , , , �_,� �
, / I I - �' __: � - � , , / I � � _7 7�4t# 1 CONCENTRATED F 1, � L--_- - � , , "
/ / � ! � � , I— " �. 1 ,-, I - / . /,--- �� ' , � / , / �L_ ��,__ LL1 Lr) Lr) U)
� I 1. 4 .1 / �� I , I _.. " � \, -�� ::-,V " ---- � I- _'. I / -',;,-,1/ ',I _-1, I, - � �
i I � , - , "' / 4--- - � -1, I
� I 1, I , - _ .. / _ ,-, I Cal-
, I- -- , __
� / i , - . - � - I , 11� � - / � / 1, - / / ", 'i 11, ,/�, , I,�, / \ ,, F.,�� I j � " � � �
t ,- I I" I - - / 1, N� � , :,::...', q>�, I � -_ CHANNEL FLOV __ i� , - �, , ,
Channel Flow: " "I, ` � / / � ,� 1 / _ �� I - , I > > >
I / 11 , � I , in __ - / I � -, -11 / / <� � / �' , z I � i ! / X \ 1 \ , \'� " '� " I � , , � N'! -�_f'- ,. 1,�111,�/ I I k'�- -1 -- ---- - I , , -, �,; I LU LU LU
W I - " � __
i� �; / "Oz. 1�'. -V, - " / // "" , - �z ,� EXIS I ,i -//'- � ; , I **I �`X� Tc-,` , , , _1 / , i I , � " I
y I 1- - , ,,, il - \ I �k-,6"///, I \
11 �, " , 1. I " " �. __ / 0.41n ,, � . .. 1 , - \' I _
., , - I 'i
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12 Cross sectional flow area, a (ft') , i '? � ",
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1. Data
�I
Drainage Area
Description
— D.A #1A
(Present)
Drainage Area
Description
Drainage Area
Description
Drainage Area
Description
Drainage Area
Description
Drainage Area
Description
Drainage Area
Description
D.A. #113
(Present)
D.A. #IC
(Present)
D.A.#IA Routed D.A. #113 Routed Unrouted
(Developed) (Developed) (Bypass)
D.A. #1C Unrouted
(Bypass)
2
DraiO'ge Area (Am) in miles =
0.0328
0,0242
- 0.0037
0.0459
0.0080 1
0.0050
0.0019
Runof i f curve number CN=
70.2
56.0
61.0
72.6
69.2 -1
S6.5
67.2
1
Time of concentration (Tc)=
0.41
0.30
0.31
I
1. Data
�I
Drainage Area
Description
— D.A #1A
(Present)
Drainage Area
Description
Drainage Area
Description
Drainage Area
Description
Drainage Area
Description
Drainage Area
Description
Drainage Area
Description
D.A. #113
(Present)
D.A. #IC
(Present)
D.A.#IA Routed D.A. #113 Routed Unrouted
(Developed) (Developed) (Bypass)
D.A. #1C Unrouted
(Bypass)
2
DraiO'ge Area (Am) in miles =
0.0328
0,0242
- 0.0037
0.0459
0.0080 1
0.0050
0.0019
Runof i f curve number CN=
70.2
56.0
61.0
72.6
69.2 -1
S6.5
67.2
1
Time of concentration (Tc)=
0.41
0.30
0.31
0.41
0.24
0.15
0.22
_Ra�inf 11 distribution type=
11
11
11
11
11
11
11
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Pond . I rind I swamp areas spread
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0
� � �
I " " � � ,� I i ;. 11 - - - , , 1'� ,I , . ,� I 1, I , /
I i i � . 11 - 1, - 1, / /
I .1--, I I I I \�'_�IINI�\\\\\\ ______ 'I/ _ __ I— - / ) ,,, i 1 i j I � / /,',� , "I � ---- --- " . -1" _ ___ . , - , , ,�, - 1� I " �, / / " - ". : " - - _�" 1, -, �, - ,._� I- I - 1,
I � � I I I I " I- _ - " " I" � _1 , / � I- - 11 11 � I � \1 , ___1 -1 I I I I
2. Fre9 uency-years
2
10
1 2
10
2
10
2
10
2
10
2
10
2
10
3. Raihfall, P (24 hour)- inches
3.7
5�6
1 3.7
5.6
3.7
5.6
3.7
5.6
3.7
5.6
3.7
5.6
3.7
5.6
4 I�i�t�.IAbstracticun, la- inches
0.847
0.847
1�572
1.572
1.279
1.279
0.754
0.7S4
0.889
0.889
1.541
1.S41
0.978
0.978
5. Compute la/P
0.23
0.15
0.42
0.28
0.35
0.23
0.20
0,13
0.24
0.16
0.42
0.28
0.26
0.17
TU nit �pea k discha rge, Qu- csm/in
530
560
440
610
530
615
545
580
680
710
630
840
710
750 1
7. Runoff, Q from Worksheet 2- inches
I. 15
2.51
1 0.45
1.37
0.67
1.74
1.29
2.72
1.09
2.42
0.47
1.40
0.97
2.25 1
8. Pond and Swamp adjustment factor, Fp
,
I
1
I 1
1
1
1
—
1
1
1
1
1
1
1
1 1
9. Pea I k Discharge, Qp- cfs
1
19.98
46.20
1 4.83
20.17
1.31
-
3.99
ROUTED
I -
ROUTED
1.48
5,85
1.30
3.16 I
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z ::, - - - "' ,
,- � __ I I , � -1, , , ,,
� I
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" I \ - :::�, - � I , I , � f , �' I - - -1-1 -1 _-, � - - "I ; � ! I � I , I",
" � I \ \ , , �, - - -1 - " _ . I % I ,� - -11- __ I I 1, - � I / � , _ ,, � I 1�� 1, ,� "" -
- _�_--V- � \ ___ \ __ � - ,I I \ I -, _\ I 11�\ I � 11 A. _____ . i I , / , / , - � , - _ 1� � I - I _ -, , 1 ; I : i , " , - 1_
I , ". I I - I I 1, ... - _,
, , - 1, � --- I -, � __ 11 � - , \ I, I
/ / _______ ,\ - 1) I I , � , � 11 �' I - __ - . _11 " , I _ ". I . I/ 11 � ,� / i I� I - "I
1/X 11 .1- -,- - \ ------ ---- � I - \ ,� V\ � I _ � , � , _. \\ - , \ I , ""' I— - , I ,_ "' / - , I,` ." \ , -1 inch = -,IUU ft.
.." _____ , - \ \ \ I - , � \ \ I _ \ I �� �� " --_----- ____ � - \ : "I" :
\ - ____ - __ , \1 � ,i,,� - , - -
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,
\ \ ,� , � � ::7��_::::
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•. I IM ELEV. 584..00. (RAISE � I i �� I N;, .
y b
EXISTING RIM,1 FROM f
ELEV. 583.00 � ,
�.
�. ' PLUG/RXISTING. ORIFICES. ,i ' J, ''I =1 i ( ) ) I ;'/ /:, 'l.
:r^'' it 'i` 1 1 /' ' / ` J
I'
•' INSTALL 2-3 MID=FLOW' f i J . r' ,' ,/ j / ' !- /
f _
RIFICES AT' ELEV: 5 8.00.::` i /,' / , II , > .. ;
ri
,-
INSTALL ;1-3 SOW.--F-OW / y/> f J / :�%, / ,,� \ jr
I E AT ELEV. 77.00. �{ j / i /
ORIF C / y . . , F.✓ / . . r
. �; 1 1. '�' S,
INSTALL 1=3' INVERTED . (; v ( /
0
LEV. 76.0 ,
PPE AT E 5 �..✓ � ��`
I )
'` ' - 1.. !
•'I,�C. v) fr7 1111 . f r.l _� .'` /
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.- ,. _.-
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tr f
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Watershed Summary
Total Flow 26.12 70.36 Total Flow=
S'IV�/ M FAC I L ITY #1B bio
DRY D TENTIt'N POND -'
NC? WATER Q LITY CR, EDIT _ " E
��- , ,
/ "!,
til �
, / - iI
rl�-1 A'
-
( Isr III.
-'
r( 'I!= I I;`
__ „ it I_
_1111. _ 1111-. J
-v:
11111 ..._
` it A II•! ,-:
I� ,
rlfli I�
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__-. _ _.. r";_fall -II! .% 1 /
�w
1 1111__ 1111
1_11_1._.
/
5.06 21.08
PX
�•1
. -- _` \�
\gym i
2 -year Flow (cfs)
10 -year Flow (cfs)
Inflow Hydrographs
2 -year Flow (cfs)
10 -year Flow (cfs)
DA #1A
19.98
46.20
DA #1A Routed
1.87
11.43
DA #1B
4.83
20,17
DA #1B Routed
0.41
0.64
DA#1C
1.31
3.99
DA#1C Unrouted
1.30
3.16
575.50 9551.00
1104.4
CN 72.600
DA#1D Unrouted
1.48
5.85
Total Flow 26.12 70.36 Total Flow=
S'IV�/ M FAC I L ITY #1B bio
DRY D TENTIt'N POND -'
NC? WATER Q LITY CR, EDIT _ " E
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til �
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5.06 21.08
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2 & 10 -YEAR STORM EVENTS DO r ; t , , , i,,t
NOT CREST THE EMERGENCY , (,},
SPILLWAY i- i ,:':., ,
100 YEAR
W. S E. =584.93' f
/ - 1.0T OF
/ FREEBOARD
fJ DURING THE
y�\ I CO 100- YR STORM
_._:.� t/'Ilya•
EVENT
J
85' ,�vE// Ci:)r F, 3,.3
SPILLWAY EXIS77NG EARTHEN
ELEV. = 584.42' LINED SPILLWAY TO
BE LENGTHENED
EXISTING EVIERGENCYSPILLWAY
(NO T T 0 SCALE)
XIS77NG CiL. 1/I RCP
E
MUL T -STAGE RISER TO
2' WIDE BE MODIFIED. SEE THIS
H T F R D TAILS.
S EE 0 E
FOREBA Y TOP
r. 1' G t 11 S h
OF DAM ELEV. tI� rl SCI l X D VICE ,1 ! l_: • Ir`'v't. ' � !''�'; .i _ rJ .,
j6_/f ,�f-7 •113,'1 ✓1_rr�1,�,: i''.. r
577.00 ,) lit✓ r:-1 1 I/ �,,,;
_ 100 YEAR ,' _._ \`x
\ W. S. E. = 584.9.3' 1' L EXISTING GRASS LINED
\ 10 YEAR 1 / t` EMERGENCY SPILLWAY
W. S.E. = 584.44' €.` .1' \ WErR w/ 3.1 SIDE
/. �,a SLOPES TO BE
\ 2 YEAR ^� lJ MODIFIED SEE DETAIL
MAX. 14.5 OF
\° ` W.S.E.=581.32' PONDING DEPTH �._
N - /
FOREBA Y
BOTTOM OF WET
POND = 572'
. .
\ '`` -\ 1j11 ~\\ti `_� Routing Method: storage-indicatio
0
`�� ' �/ / \ z -Year z4 Hour SCS Method Storm
a s !/ / _ \ inflow (cfs) 5.732 at 12.00 (hrs)
__..
�,
\ / . \ water level (ft)) 6 4 504 at 12.8 ((h s))
di
` ! storage (cY) 414.731
�/
, -
... _ \
`'• � , \_. 10 -Yea r 24 -Hour SCS Method Storm
,
`', -.. ~� - - inflovw (cfs) 12.765 at 1z.00 (hrs)
. _"- discharge (cfs) 0.683 at 13.18 (hrs)
' - water lewel (ft) 61 .714 at 13.38 (hrs)
\ v. storage (cY)5 97o.z45
l`,\ ". '''1111.
y
,' - 1111...: ` 1.
Ili ill \ ' loo Year 24 Hour SCS Method Storm
I ,.
tel` II -1" 'I 2 BUFFER FROM 10 -YEAR / -. inflowr (cfs) 28.063 at 12.00 (hrs)
__ i II t� __IJ, -_ S' -615.71 (LOT 39 & 90 discharge (cfs) 1.232 at 13.66 (hrs)
„ ` ew 1 .6 hrs
L water I elft 618.1 8 at
= ;1 y., T CIfS SHALL REMAIN 0 _ storage (cy) 2269.053 4 ( )
N r FII UFFER
I I I 1-_I t \ �� \
//yJ� /�
1
�' dil Illr'
D-~
f f, //'. \.: III
\ � /�
_ .,
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--_ ____ 11__11 _. '" ".-
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c ( 7
i r r
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- _._ll I I I l l .-a l 1 l
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- I,_, Ii r,:i
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._
- ACCESS ROAD r �-
f-
- - 48" RCP RISER, RIM ELEV.=620.00'; ->
-_ -
ONE -3" LOW.. _LOW ORIFICES AT 613.5' _._-.
_... _ y
FOUR=4 MI FLOW ORIFICES AT 618.0'' 'f c
_" PER THE DETAIL _ SHOWN ON THIS SHEET.
-- _..- . r, .
- --` OUTLET PROTECTION. VDOT `CLASS I, E -
S -'-- _ . .
--
RIPRA.P �.v CE TE IC-
-- ' _S .5'; L=6a,,
T=
S .
D= 2.
-----
;~ , -
"1: i1 t "i i �- i l 1 5t t, } S:'i: t'r :
11 3 t ,li air i= .
'I- iii -- \t I {i{?t , ,I y t
I
I , r i il�-tl 1 ,,
l l ,_1 it 1 -
...
1'11 _i-=ti..S�-az a -m,
k. 1 i.,, t
- f -1_.. r.. , � _
1_I , Ir 111 iW 4 - ' jit-"f_• �,,.,,m '=.. •� r .
l:
1G11;I1= list 1_,11
^i
7
,... -t... . _ .
�.:
_...
_.-.- ._
. .
//
PROPOSED 20''EARTHEN EMERGENCY
,, .
.." SPILLWAY AT ELEV.' 620.55' -
. . PROPOSED X130" CL: III -
.RCP BARREL L=87'; -
S=0..% ` . . . . .
. . INV:IN=612.50; S
INV. OUT= 612.00' -
. __ -' S
_.. _.
S -'
�._-
.
---- `- SCALE-
S -; .
,,
- x ., 30
�,_ R
y
,.. - � »w,,..
FOOTHILL CROSSING PHASE IV & V
D.A. "A" WET POND LEVEL I DESIGN & REQUIREMENTS:
Treatment Volume, Tv (VRRM)
Minimum Treatment Volume Required 1.OTv (VRRM)
Treatment Volume Provided at MWSE
Minimum Percentage of Tv Provided at MWSE
Percentage of Tv Provided at MWSE
Minimum Forebay Volume Required (15% of Tv)
Forebay Volume Provided
STORMWATER MANAGEMENT FACILITY GRADING (AS SHOWN)
Elevation
(ft)
Area of Forebay
Cell Contours (sf)
Routing Method: storage -indication Basin Input Data
Inflow Hydrographs
z -Yr z4 -Hour SCS storm event
11 Contour Areas
572
3 Inflow Hydrographs
inflow (cfs) 30,895 at 12.o6 (hrs)
Elevation(ft) Area(sf) Computed Vol.(cy)
Hydrograph o
discharge (cfs) 2.866 at 13.62 (hrs)
571.50 3953.00
0.o
SCS
water level (ft) 581.315 at 13.70 (hrs)
572.00 615o.00
92.8
z -Yr 24 -Hour SCS storm event
storage (cy) 4788,804
574.00 8034.00
616.6
Area (acres) z9.38o
63,207
575.50 9551.00
1104.4
CN 72.600
10 -Yr z4 -Hour SCS storm event
576.00 10919.00
1293.8
Type z
inflow (cfs) 65.183 at 12.o6 (hrs)
577.00 13866.00
1751.7
rainfall, P (in) 3.700
discharge (cfs) 11.435 at 12.48 (hrs)
578.00 18045.00
2341.0
time of conc. (hrs) 0.4100
water level (ft) 584.44o at 12.48 (hrs)
580.00 20331.00
3761.5
time increment (hrs) 0.0200
storage (cy) 7542.517
582.00 22700.00
5354 4
time limit (hrs) 30,000
peaktime(hrs) 12.002
584.00 25186.00
7127.2
fudge factor 1.00
loo -Yr z4 -Hour SCS storm event
586.00 27772.00
9087,8
routed true
inflow (cfs) 137'524 at 12.06 (hrs)
Hydrograph 1
Orifice
peak flow (cfs) 31.049
dischar e cfs 1 z. 10 at 12.o8 (hrs)
9 ( ) 3 4
Start_Elevation(ft) 577,00 VOI.(cy) 1751.74
peaktime(hrs) 12.051
water level (ft) 584 932 at 12.08 (hrs)
6 Outlet Structures
Outlet structure 3
volume (cy) 5093.059
storage (cy) 8016.854
CN 6 .zoo
9
width for rect. (in) 0.000
file: fortyeight.txt
Type 2
Outlet structure o
Curve
Hydrograph 1
invert (ft) 613.500
Orifice
name: Anti -Vortex Device
SCS
Culvert
name: Low Flaw Orifice
multiple 1
10 -Yr z4 -Hour SCS storm event
time limit (hrs) 3o.000
area (sf) 0.049
Invert ft 8 .000
( ) 5 4
Area (acres) 29.380
Outlet structure 1
diameter or depth (in) 3.000
discharge into riser
CN 72.600
D (in) 3o.000
width for rect. (in) 0.000
file: fortyeight.txt
Type a
peak time (hrs) 12.002
coefficient o.600
Length (ft) 87.000
rainfall, P (in) 5.600
diameter or depth (in) 4.000
invert (ft) 577.000
Outlet structure 4
time of conc. (hrs) 0.4100
Manning's n 0.013
multiple 1
Culvert
time increment (hrs) 0.0200
SCS
dischar e into riser
g
name: Barrel
time limit (hrs) 30.000
multiple 4
Invert (ft) 612.500
multi le 1
P
fudge factor 1.00
0
U
Outlet structure 1
discharge out of riser
routed true
Type 2
Orifice
D (in) 24.000
peak flow (cfs) 65.509
Weir
name: Mid -Flow Orifices
h (in) o.000
peak time (hrs) 12.051
I
area (sf) 0.049
Length (ft) 64.000
volume (cy) 10745.492
time limit (hrs) 30.000
diameter or depth (in) 3.000
Slope 0.016
fud e factor 1.00
9
coefficient 3.300
width for rect. (in) 0.000
Mannings n 0.013
Hydrograph z
coefficient o.600 Inlet
coeff. Ke 0.500
SCS
peaktime(hrs) 12.00z
invert (ft) 578.000 Equation constant set 3
100 Yr z4 Hour SCS storm event
volume (cy) 3667.326
multiple z
Invert (ft) 575.500
Area (acres) 29.380
discharge into riser
CN 72.600
0 3
Outlet structure 5
Type z
F--ri
Outlet structure 2
Orifice
rainfall, P (in) 9.100
11J
Weir
Warne: Inverted Pipe
time of conc. (hrs) 0.4100
name: Emer enc S illwa
g y p y
area (sfi 0.049
time increment (hrs) 0.0200
0
°
length (ft) 85.000 diameter or depth (in) 3.000
time limit (hrs) 30.000
side an le 1. 6 width
9 7 5 5
for rect. (in) 0.000
fudge factor 1.00
coefficient 3.300
coefficient o.600
routed true
\
invert (ft) 584.420
invert (ft) 576.000
peak flow (cfs) 138.213
multiple 1
rultiple 1
peaktime(hrs) 12.051
discharge through dam
discharge into riser
volume (cy) 22671,075
2 & 10 -YEAR STORM EVENTS DO r ; t , , , i,,t
NOT CREST THE EMERGENCY , (,},
SPILLWAY i- i ,:':., ,
100 YEAR
W. S E. =584.93' f
/ - 1.0T OF
/ FREEBOARD
fJ DURING THE
y�\ I CO 100- YR STORM
_._:.� t/'Ilya•
EVENT
J
85' ,�vE// Ci:)r F, 3,.3
SPILLWAY EXIS77NG EARTHEN
ELEV. = 584.42' LINED SPILLWAY TO
BE LENGTHENED
EXISTING EVIERGENCYSPILLWAY
(NO T T 0 SCALE)
XIS77NG CiL. 1/I RCP
E
MUL T -STAGE RISER TO
2' WIDE BE MODIFIED. SEE THIS
H T F R D TAILS.
S EE 0 E
FOREBA Y TOP
r. 1' G t 11 S h
OF DAM ELEV. tI� rl SCI l X D VICE ,1 ! l_: • Ir`'v't. ' � !''�'; .i _ rJ .,
j6_/f ,�f-7 •113,'1 ✓1_rr�1,�,: i''.. r
577.00 ,) lit✓ r:-1 1 I/ �,,,;
_ 100 YEAR ,' _._ \`x
\ W. S. E. = 584.9.3' 1' L EXISTING GRASS LINED
\ 10 YEAR 1 / t` EMERGENCY SPILLWAY
W. S.E. = 584.44' €.` .1' \ WErR w/ 3.1 SIDE
/. �,a SLOPES TO BE
\ 2 YEAR ^� lJ MODIFIED SEE DETAIL
MAX. 14.5 OF
\° ` W.S.E.=581.32' PONDING DEPTH �._
N - /
FOREBA Y
BOTTOM OF WET
POND = 572'
. .
\ '`` -\ 1j11 ~\\ti `_� Routing Method: storage-indicatio
0
`�� ' �/ / \ z -Year z4 Hour SCS Method Storm
a s !/ / _ \ inflow (cfs) 5.732 at 12.00 (hrs)
__..
�,
\ / . \ water level (ft)) 6 4 504 at 12.8 ((h s))
di
` ! storage (cY) 414.731
�/
, -
... _ \
`'• � , \_. 10 -Yea r 24 -Hour SCS Method Storm
,
`', -.. ~� - - inflovw (cfs) 12.765 at 1z.00 (hrs)
. _"- discharge (cfs) 0.683 at 13.18 (hrs)
' - water lewel (ft) 61 .714 at 13.38 (hrs)
\ v. storage (cY)5 97o.z45
l`,\ ". '''1111.
y
,' - 1111...: ` 1.
Ili ill \ ' loo Year 24 Hour SCS Method Storm
I ,.
tel` II -1" 'I 2 BUFFER FROM 10 -YEAR / -. inflowr (cfs) 28.063 at 12.00 (hrs)
__ i II t� __IJ, -_ S' -615.71 (LOT 39 & 90 discharge (cfs) 1.232 at 13.66 (hrs)
„ ` ew 1 .6 hrs
L water I elft 618.1 8 at
= ;1 y., T CIfS SHALL REMAIN 0 _ storage (cy) 2269.053 4 ( )
N r FII UFFER
I I I 1-_I t \ �� \
//yJ� /�
1
�' dil Illr'
D-~
f f, //'. \.: III
\ � /�
_ .,
!�'
--_ ____ 11__11 _. '" ".-
f f
/--.-I .. 1._ 1111.
I I'
.i �
:r % '. \.\9 Til Ii.! /
. `; I -'"
�: , \ _ - %
J IIT J . - / '
" /
l� >' 7y '. �' II 11(11; - .
i ,
,
. y \
. .. M in,
/.
1:�
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l
:., . .
,. ww,
;.
1 ,`^i /
. , { /. . ,- .
J A }'t + hl /'
G 1 'It xt .1`_ ...........-1111. 1111
/ - ,.r
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\ j r'J ..
r \ `�
_ III il_ \. . . /;,11
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-- -
a 1, .
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--1111 .
-11 l 1, i
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_._ -
Ir {
- --
_ r
i.
I
j i_
i
-i _
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-- I III !II III _il Ii ;I!: IIT IIT .L1i J' iTt--III �1' •1( III , -:.
c ( 7
i r r
_ - T V `:: I t 7
_1
__._ mi
I I-
_ I I i 1 I I
I it I
- _._ll I I I l l .-a l 1 l
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- I,_, Ii r,:i
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{iI -
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:.
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- > I :,
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r)
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r IJ
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, .,A '
_ _ 10 '. SWM . r,
._
- ACCESS ROAD r �-
f-
- - 48" RCP RISER, RIM ELEV.=620.00'; ->
-_ -
ONE -3" LOW.. _LOW ORIFICES AT 613.5' _._-.
_... _ y
FOUR=4 MI FLOW ORIFICES AT 618.0'' 'f c
_" PER THE DETAIL _ SHOWN ON THIS SHEET.
-- _..- . r, .
- --` OUTLET PROTECTION. VDOT `CLASS I, E -
S -'-- _ . .
--
RIPRA.P �.v CE TE IC-
-- ' _S .5'; L=6a,,
T=
S .
D= 2.
-----
;~ , -
"1: i1 t "i i �- i l 1 5t t, } S:'i: t'r :
11 3 t ,li air i= .
'I- iii -- \t I {i{?t , ,I y t
I
I , r i il�-tl 1 ,,
l l ,_1 it 1 -
...
1'11 _i-=ti..S�-az a -m,
k. 1 i.,, t
- f -1_.. r.. , � _
1_I , Ir 111 iW 4 - ' jit-"f_• �,,.,,m '=.. •� r .
l:
1G11;I1= list 1_,11
^i
7
,... -t... . _ .
�.:
_...
_.-.- ._
. .
//
PROPOSED 20''EARTHEN EMERGENCY
,, .
.." SPILLWAY AT ELEV.' 620.55' -
. . PROPOSED X130" CL: III -
.RCP BARREL L=87'; -
S=0..% ` . . . . .
. . INV:IN=612.50; S
INV. OUT= 612.00' -
. __ -' S
_.. _.
S -'
�._-
.
---- `- SCALE-
S -; .
,,
- x ., 30
�,_ R
y
,.. - � »w,,..
FOOTHILL CROSSING PHASE IV & V
D.A. "A" WET POND LEVEL I DESIGN & REQUIREMENTS:
Treatment Volume, Tv (VRRM)
Minimum Treatment Volume Required 1.OTv (VRRM)
Treatment Volume Provided at MWSE
Minimum Percentage of Tv Provided at MWSE
Percentage of Tv Provided at MWSE
Minimum Forebay Volume Required (15% of Tv)
Forebay Volume Provided
STORMWATER MANAGEMENT FACILITY GRADING (AS SHOWN)
Elevation
(ft)
Area of Forebay
Cell Contours (sf)
Volume (cf)
571.5
3,953
0
572
730
0
574
1,249
1,956
575.5
1,684
4,148
576
1,835
5,027
577
2,148
7,016
578
18,045
63,207
580
20,331
101,560
582
22,700
144,569
584
25,186
192,434
586
27,772
245,371
Elevation
(ft)
Total Facility Area
Contours (sf)
Volume (cf)
571.5
3,953
0
572
6,150
2,506
574
8,034
16,648
575.5
9,551
29,820
576
10,919
34,934
577
13,866
47,297
578
18,045
63,207
580
20,331
101,560
582
22,700
144,569
584
25,186
192,434
586
27,772
245,371
SUMMARY OF DESIGN IMPERVIOUS AREAS
45,937 cf
45,937 cf
47,297 cf
100
103 % CHECK
6,891 cf
7,016 cf CHECK
Elevation
(ft)
Area of Main Cell
Contours (sf)
Volume
(cf)
571.5
3,953
0
572
5,420
2,334
574
6,785
14,513
575.5
7,867
25,492
576
9,084
29,726
577
11,718
40,099
578
18,045
54,867
580
20,331
93,221
582
22,700
136,230
584
25,186
184,094
586
27,772
237,031
Notes:
1 A minimum forebay volume depth of 4' with an aquatic bench 4' wide, 2' deep has been provided.
2 A minimum forebay volume of 15% of the total Tv has been provided.
3 A 10' wide aquatic bench ranging from 12"-18" in depth has been provided.
4 An 8 -15 wide safety bench with a maximum 5% slope has been provided.
5 The minimum treatment volume required has been provided.
Foothill Crossing I
Roads, Sidewalks & Parking 154,202 sf
Detached Homes (48 units @ 5000 sf/lot, 11 units @ 2500 sf/lot) 267,500 sf
Total = 421,702 sf
577.0 _
_._
__
-
r=
' ,` 1111. - _.. _ '7 I : 3 , J, ( ,., .. i , ,. ._
'7^.>„ Iti_. - /'t ti. l !- �(t, >z':-) fv ...t� , -1 f -
r r " �n it
's:, ., A7 _ %; ill cG O;,,' T I f Pt, r i i., T / {J \,
;.;/ A5 > Ir C_ ) HI 't:'AP r/ - 01 ` ,fit i,/_
„r
r' ' � � 1 c
r
r I
/,(.a r ft 1 _i, Fel,_ __ ry ,. ,
G C3 !
MAIN CELL BOTTOM f' dr,t ,r ! )i; 1r l /r i ;{ r /r Jr, �c [.f+>V tv • C1 f
C>4 Ll rt"E 1 a� fr.-..i , { It, 7 .;} 1 -r. i'.- / r �i�}_- t. '
OF WET POND /; `V Ify!^ 5 .5' t
SLOPES BETWEEN ; , i, r }t. l / ,r,
572.0' AND 571.5' t;CJ,`' 1 ' .. t ±i ; i / ? 7 ' i...
-"STING L)RY DETENTION BASIN
CONVERSIC)N TO LEVEL I VVET POND
2, 10, & 100 -YEAR STORM TOP OF DAM WIDTH= 10'
EVENTS DO NOT CREST THE �AT AN ELEVATION= 622'
EMERGENCY SPILL WA Y
- - - 1.45' OF
FREEBOARD
DURING THE
N 1\ LO 100 -YR STORM
� I. v-.: EVENT
20' � WEiR COEFF. = 3.3
SPILLWAY EARTHEN LINED
ELEV.= 620.55' SPILLWAY
EVIERGENCYSPILLWAY
(NOT T 0 SCALE)
HANSON CONCRETE
ANTI- VORTEX TRASH
RACK
ORIFICE COEFF = 0.6-{
(NOT TO
SCALE
n E3asin Input Data
Inflow Hydrographs
7 Contour Areas
3 Inflow Hydrographs
Elevation(ft) Area(sf) Computed Vol.(cy)
Hydrograph o
613.50 10617.00
0.o
SCS
614,00 11147.00
201.5
name: z -Year z4 -Hour SCS Method Storm
616.00 13446.00
1111.0
Area (acres) 5.130
618.00 15535.00
2183.5
CN 69.200
620.00 17413.00
3403.1
TYPe 2
621.00 18389.00
4o66.o
rainfall, P (in) 3.700
622.00 19391.00
4765.6
time of conc. (hrs) 0.2400
• PLUG EXISTING ORIFICES.
o
I
time increment (hrs) o.o2oo
Start_Elevation(ft) 613,50
VOI,(cy) 0.00
time limit (hrs) 30.000
• INSTALL 1-3'" LOW -FLOW
ORIFICE COEFF.= 0.6
fudge factor 1.00
i TRASH RACKS
• INSTALL 1-3" INVERTED
routed true
PIPE AT ELEV. 576.00.
1 ORIFICES IN ACCORDANCE
peak flow (cfs) 5.734
I W/ CHAPTER 2 OF THE
ii'} ,I.. ..{,.E-.. ,i f. 1;' ,E.- ;LII
peaktime(hrs) 12.002
4`l: :t'.,ii, R. '+ n 13 Mi G. l.3 Y tL k-1.
I
volume c .o
( y) 749 59
5 Outlet Structures
Outlet structure 3
v - _ ,i
.
'�., i , , t _ .r 1 .. r
_,,.'__ 1111__ Ji',' ✓, { ._1n Y. ..)
Outlet structure o
Curve
Hydrograph 1
Orifice
name: Anti -Vortex Device SCS
name: Low -Flow Orifices
multiple 1
name: to Year 24 -Hour SCS Method Storm
area (sf) 0.049
Invert (ft) 620.000
Area (acres) 5.130
diameter or depth (in) 3.000
dischar e into riser
g
CN 6 .zoo
9
width for rect. (in) 0.000
file: fortyeight.txt
Type 2
coefficient 0.600
\
rainfall, P (in) 5.600
invert (ft) 613.500
Outlet structure 4
time of conc. (hrs) 0.2400
multiple z
Culvert
time increment (hrs) 0.0200
discharge into riser
name: Barrel
time limit (hrs) 3o.000
\
multiple 1
fudge factor 1.00
Outlet structure 1
discharge out of riser
routed true
Orifice
D (in) 3o.000
peak flow (cfs) 12.770
name: Mid -Flow Orifices
h (in) o.000
peak time (hrs) 12.002
area (sf) 0.087
Length (ft) 87.000
volume (cy) 1668.o84
diameter or depth (in) 4.000
Slope 0.006
width for rect. (in) 0.000
Manning's n 0.013
Hydrograph z
coefficient 0.600 Inlet
coeff. Ke 0.500
SCS
invert (ft) 618.000 Equation
constant set 3
name: loo -Year z4 -Hour SCS Method Storm
multiple 4
Invert (ft) 612.500
Area (acres) 5.130
discharge into riser
0
U
CN 69.200
z
Type 2
Outlet structure z
rainfall, P (in) 9.100
Weir
time of conc. hrs 0.z o0
( ) 4
name: Emergency Spillway
I
time increment (hrs) o.o2oo
length (ft) 20.000
Q m
time limit (hrs) 30.000
side an le 8. 60
9 7 4
t..J
fud e factor 1.00
9
coefficient 3.300
routed true
invert (ft) 620.550
eakflow cfs 28.0
( ) 7
p 5
multiple 1
peaktime(hrs) 12.00z
discharge through dam
0°
volume (cy) 3667.326
2, 10, & 100 -YEAR STORM TOP OF DAM WIDTH= 10'
EVENTS DO NOT CREST THE �AT AN ELEVATION= 622'
EMERGENCY SPILL WA Y
- - - 1.45' OF
FREEBOARD
DURING THE
N 1\ LO 100 -YR STORM
� I. v-.: EVENT
20' � WEiR COEFF. = 3.3
SPILLWAY EARTHEN LINED
ELEV.= 620.55' SPILLWAY
EVIERGENCYSPILLWAY
(NOT T 0 SCALE)
HANSON CONCRETE
ANTI- VORTEX TRASH
RACK
ORIFICE COEFF = 0.6-{
TOP OF DAM
WIDTH= 10' A T AN
ELEV. = 622.00'
1
X
H RACKS SHALL BE INSTALLED
ALL ORIFICES PER VSMH
4NICAL BULLETIN #7
o - 48" RCP RISER, RIM ELEV.=620.00';
TWO -3" LOW -FLOW ORIFICES AT 613.5'
FOUR -4" MID -FLOW ORIFICES AT 618.0'
PER THE DETAILS SHOWN ON THIS SHEET.
"BARREL
RISER FOOTING
PRINCIPAL SPILLWAY
NOT TO SCALE
RIP- RA
N
BO TTOM OF
FOREBA Y
ELEV. 613.50'
r
e3`forot�r! t.,
FOUNDATION DRAIN
r -
C.
F"I�EIDE 3.01 - 1a
Itattttrt�evrt, Eiafhrrrrxrls #s£f ,i° �f� > L_%arrt<�I.
I
vrrtogflnetars fill
14- _...�
4' rTin
, Guf off trench --4' below sraitoble
material
Soil or roCx I ®� - _
TYPICAL HOMOGENEOU
EMBAhlKMENT
Transition fill
r sock 0r gravel
flit r
slos
�Elonket chair{
BLANKET DRAIN
4fl dr .�
3r
/ Sa.nd, �€ er =k
drain w{r�#
Rack r r grovel
r.
r t d, ern
--Transition filter TrOnslt{on filter
CHIMNEY DRAIN TOE DRAIN
I ,S','j race ,S'f',5l agir e.eir,r„I`ielr{,iliruuul
100 YEAR
W.S.E.=618.15
4' WIDE
FOREBA Y TOP
OF DAM ELEV. =
615.0 _ _�_.
C
10 PEAR
NS.E=615.71
2 YEAR
W.S.E.=614.50
'ONCRETE
VORTEX
SH RACK
3.OI 3
TOP OF DAM WIDTH= 10'
A T AN ELEV = 622.00'
�1 0,
- . �i
SC TT P. COLLINS 1
,L� No. 35'791 ,�
��o � ���
��'SIONAL El����
z
O
CL
U
u,
0
z
O
4
w
Qf
•I
, (t, ...l,'TT� N1 _ - it flrjf I ilr It ! is ) +� ,P 4:�1�`'
mss' r: , - E;: t
t
• N_h 1. -1 fiatf` l:.f J'd t": 111D tJRA1 '111 Fr�i,..�FS r'J {'/_V a ...L
SCALE
r r
� a, r' 13
�2 ) t' r
5 i I rig tf
,
�'
.a�
t ]?Tr++1!,}s /1 t s ,Vsr Li XI I rAI " J A f !�'.M % P� T11 " 1 �
;.
} )'f ! r'? r jr ,"5 1 1 , t. ,''.t ,. r, r� :t''LlJ J .- : q',>
' tt 1
"�1_
l l?r, frit J-I?°°Ii r(I ,.:" f l ;'r,',"VA1'1<>.1 °,10.!)'
{) Ili /r- i
7 II , tr 3y �' \
„,
1...i. ! 1.,,
W
z
ANT: VDH 11":,< D/ W 1
�
':. t_ i
77,!,, .3r`f (iii F l T/, ``
i
A /
T
-r x
- 4
x , 1�,' �-" r�i' °
i t - - 1 E/ f�a'NNY
\'
'+ RIM ELEV. 584.00 (RAISE
I i / � ,,' -`PI_ � �� � f .'/E7N ,+ �
EXISTING RTM i' FROM
' s't E ,,, .,-)7'
ELEV. 583.00').
I { rr _,, L ,_ = to € . iJ
• PLUG EXISTING ORIFICES.
o
I
INSTALL 2-3"MID-FLOW
,'
ORIFICES AT ELEV. 578.00.
i � �
• INSTALL 1-3'" LOW -FLOW
ORIFICE COEFF.= 0.6
ORIFICE AT ELEV. 577.00.
i TRASH RACKS
• INSTALL 1-3" INVERTED
INSTALLED ON ALL
PIPE AT ELEV. 576.00.
1 ORIFICES IN ACCORDANCE
I W/ CHAPTER 2 OF THE
ii'} ,I.. ..{,.E-.. ,i f. 1;' ,E.- ;LII
/'
4`l: :t'.,ii, R. '+ n 13 Mi G. l.3 Y tL k-1.
I
"I
t iw ri., }:.'-4I,. . y..
,,
' 5 ,r
j 1/ ,'' trill ,:l,a ,`.�
1
G :�
r__
-.
v - _ ,i
.
'�., i , , t _ .r 1 .. r
_,,.'__ 1111__ Ji',' ✓, { ._1n Y. ..)
"•
' Ir�\ --: -1 I
=a % tt
E ' C,)
EXISTING MULTLSTAGE RISER
0
NO T T 0 SCALE
TOP OF DAM
WIDTH= 10' A T AN
ELEV. = 622.00'
1
X
H RACKS SHALL BE INSTALLED
ALL ORIFICES PER VSMH
4NICAL BULLETIN #7
o - 48" RCP RISER, RIM ELEV.=620.00';
TWO -3" LOW -FLOW ORIFICES AT 613.5'
FOUR -4" MID -FLOW ORIFICES AT 618.0'
PER THE DETAILS SHOWN ON THIS SHEET.
"BARREL
RISER FOOTING
PRINCIPAL SPILLWAY
NOT TO SCALE
RIP- RA
N
BO TTOM OF
FOREBA Y
ELEV. 613.50'
r
e3`forot�r! t.,
FOUNDATION DRAIN
r -
C.
F"I�EIDE 3.01 - 1a
Itattttrt�evrt, Eiafhrrrrxrls #s£f ,i° �f� > L_%arrt<�I.
I
vrrtogflnetars fill
14- _...�
4' rTin
, Guf off trench --4' below sraitoble
material
Soil or roCx I ®� - _
TYPICAL HOMOGENEOU
EMBAhlKMENT
Transition fill
r sock 0r gravel
flit r
slos
�Elonket chair{
BLANKET DRAIN
4fl dr .�
3r
/ Sa.nd, �€ er =k
drain w{r�#
Rack r r grovel
r.
r t d, ern
--Transition filter TrOnslt{on filter
CHIMNEY DRAIN TOE DRAIN
I ,S','j race ,S'f',5l agir e.eir,r„I`ielr{,iliruuul
100 YEAR
W.S.E.=618.15
4' WIDE
FOREBA Y TOP
OF DAM ELEV. =
615.0 _ _�_.
C
10 PEAR
NS.E=615.71
2 YEAR
W.S.E.=614.50
'ONCRETE
VORTEX
SH RACK
3.OI 3
TOP OF DAM WIDTH= 10'
A T AN ELEV = 622.00'
�1 0,
- . �i
SC TT P. COLLINS 1
,L� No. 35'791 ,�
��o � ���
��'SIONAL El����
z
O
CL
U
u,
0
z
O
4
w
Qf
•I
ti-mLnLn
mss' r: , - E;: t
°
° M
SCALE
>„����
,
�'
.a�
if-� (��'
;.
ADDITIONAL INFORMATION.
"�1_
0)
{) Ili /r- i
7 II , tr 3y �' \
W
W
z
a l y 1$) fly ,
3 �\
�
t
r \4 _i_
• _1 k,c
�
T
-r x
J
o
O
U
I:, t.a t%I _ t. I i �
j' t'l..i( i, �; O,'i ft},9t':r}lE_i.1
yU.
( k t . J �,'
�,,.
r
r.
-,t
Ir ,.* .z "
-j
,r. ' _ '• 'a,J P I axle .i ;,,
Z
0
a
z
0
a
�
Ce
z
[�
Ln
( z ( �
o
Ln
I ` �"V�I,�100 ,
d
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o - 48" RCP RISER, RIM ELEV.=620.00';
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TABLE 3.34-A
GENERAL NOTES
ROADS
ADHESINTS USED FOR OUST CONTROL
TOTAL L85
GENERAL SLOPE OR LESS)
1. THE OWNER/CLIENT OF THIS PROPERTY IS.
Water Application
3.32 PERMANENT STABILIZATION:
KENTUCKY 31 FESCUE 128 LBS.
FOOTHILL CROSSING INC
__ - _ =~ _--I
EXISTING CULVERT
AdIm /I , Iw,.�sW'111er E alta_ sn_ t&rN
321 E MAIN S, SUITE 201
STABILIZATION, TEMPORARY DIVERSIONS, SEDIMENT BASINS, OUTLET PROTECTION,
CULVERT
150 LBS
SEASONAL NURSE CROP
CHARLOTTESVILLE, VA 22902
Asphalt }'mulsion 1:1 CO3TSC Spray 1,200
CONSTRUCTION AC77W77ES, ALL AREAS WILL RECEIVE A PERMANENT VEGETATIVE COVER.
FEBRUARY 16 THROUGH APRIL ANNUAL RYE
2. THE DEVELOPER OF THIS PROPERTY IS:
MAY 1 THROUGH AUGUST 15 FOXTAIL MILLET
DROP INLET &STRUCTURE NO.
Resin its Water 4:l Pine Spray 300
INC.
321
NOVEMBER THROUGH FEBRUARY 15 WINTER RYE
.Acrylic Emulsion
(Non -Traffic) 7:1 Coarse Spray 450
NOTES:
EBEND MAIN S,V SUITE 201
AcTylic Emulsion
CURB
1. LIME AND FERTILIZER NEEDS SHALL BE DETERMINED BY SOIL
CHARLOTTESVILLE, VA 22902
TESTS AND APPLIED IN ACCORDANCE WITH VESCH STD. 3.32.
Source: Va, ISSWC
2. SEEDINGS TO BE MULCHED IMMEDIATELY UPON COMPLETION
ATTN. ALAN TAYLOR
OF SEED APPLICATION, IN ACCORDANCE W/ VESCH STD 3.35.
CURB &GUTTER
ES -5: PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES !lN AREAS OTHER THAN
J. THESE PLANS HAVE BEEN PREPARED BY.•
PERMANENT SEEDING SCHEDULE
INDICATED ON THESE PLANS (INCLUDING BUT NOT LIMITED TO, OFF-SITE
PS
COLLINS ENGINEERING, INC
NO SCALE
PROPOSED PAVEMENT
NONE.
200 GARRETT STREET, SUITE K
(STD. & SPEC. 3.32 OF VIRGINIA EROSION &
CON7ROLLING EROSION ON CRITICAL AREAS BY PROVIDING A MICROCLIMATE WHICH PR07ECTS
SEDIMENT CONTROL HANDBOOK, 3RD ED.)
CHARLOTTESVILLE, VA 22902
CRITICAL SLOPES ON-SITE WILL BE PROTECTED. CARE WILL BE TAKEN TO PREVENT THE EROSION AND
EC -3A DITCH
PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE
TELEPHONE. (434) 293-3719 FACSIMILE. ° (434) 293-2813
EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND
3.38 TREE PRESERVA 77ON AND PROTECTION:
PROPERTIES
4. SOURCE OF TOPO & SURVEY TOPOGRAPHY PROVIDED BY A COMBINATION OF
A
DEPTH OF EC -3A DITCH
ES-7.•ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL
ROUDABUSH, GALE, AND ASSOCIATES AND LOUISA AERIAL SURVEYS INC., JANUARY
SEE SOILS BOUNDARIES AND DESCRIPTIONS ON SHEET ESC -2.
MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING
SEED MIXTURE WILL DEPEND ON THE TIME OF YEAR APPLIED.
2007 THE BOUNDARY LINE INFORMATION IS PROVIDED BY ROUDABUSH, GALE, AM
--I
EC -2 DITCH
1. NOTIFY ALBEMARLE COUNTY TO SCHEDULE A PRE- CONS TRUC T70N MEETING AS REQUIRED.
ASSOCIATES. INFORMATION FIELD VERIFIED BY COLLINS ENGINEERING MARCH 2014
301 SAFETY FENCE - SAFETY FENCE WILL BE INSTALLED AROUND ALL
2. NO EROSION CONTROL MEASURES MAY BE REMOVED DURING THE CONSTRUCTION PROCESS WITHOUT THE
APPROVED WATER FILTERING DEVICE.
5. ZONING: R-1 RESIDENTIAL,
6"
DEPTH OF EC -2 DITCH
3°02 CONSTRUCT/ON ENTRANCE _ ONE CONSTRUCTION ENTRANCE SHALL BE
6. TAX MAP AND PARCEL NUMBER: 056KO-00-00-000Al
PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT.
ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS
INSTALLED AT THE CURRENT TERMINUS OF PARK RIDGE DRIVE. THIS WILL BE
CONTRACTOR SHALL USE TREE PROTECTION TAPE TO STAKE OUT THE LIMITS OF CLEARING AND
7. USGS DATUM. NAD 83
,
EARTH DITCH
8. LOCATION/ADDRESS OF PROJECT TERMINUS PARK RIDGE DRIVE, CROZET, VA
LIMITS OF CLEARING.
TO PROTECT ADJACENT ROADWAYS AND PROPERTIES FROM TRANSFER OF
9• TOTAL ACREAGE OF SITE: 89.87 ACRES ( 76.91 AC PH 1-5)
DRIVEWAY CULVERT
ACSA AS SHOWN ON THE PLANS. CONSTRUC77ON ENTRANCE TO BE INSTALLED WHERE CONSTRUCTION
70. PUBLIC UTILITIES: CONNECT TO EXISTING PUBLIC SEWER AND WATER
+
BENCH MARK
* COLLINS ENGINEERING SHALL NOT HAVE AUTHORITY OVER CONTRACTOR'S WORK,
ACETOWHERIMZE
THE PAVEDLL
O SEDIMENT BY (VEHIULAR) RACK/NG ONTOAVED
EI SEDIMENT IS
3°07 STORM DRAIN INLET PROTECTION- !P WILL BE INSTALLED ON EACH
SAFETY PRECAUTIONS, SCHEDULES, OR COMPLIANCE WITH LAWS AND REGULATIONS
_
CLEARING LIMITS
OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND
WE SHALL NOT ASSUME RESPONSIBILITY FOR ANY CONSTRUCTION STARTED PRIOR TC
PROPOSED INLET AS SHOWN ON THE PLANS
TRANSPORTING TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY
DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION.
PLAN APPROVAL.
as
VDOT STANDARD STOP SIGN
PERIMETER OF SITE DISTURBANCE WHERE SHOWN ON THE PLANS TO DIRECT
THE PARKING AND STAGING AREA. PARK/NG AND CONSTRUCTION ENTRANCE AREAS SHALL BE CLEARED
- ---- -- --200-- - - -
EXISTING CONTOUR
OF ALL VEGETATION, ROOTS, OR OTHER OBJECTIONABLE MATERIALS BEFORE CONSTRUCTION ROAD
SEDIMENT CONTROL REGULATIONS
200 -
PROPOSED CONTOUR
J. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS
INSTALLED WHERE SHOWN ON THE PLANS.
240.55
PROPOSED SPOT ELEVATION
SHEETS. THIS INCLUDES 2 NEW SEDIMENT TRAPS, 2 NEW SEDIMENT BASINS, AND UTILIZATION OF THE
1___11
DENOTES TOP/BACK OF CURB
EXISTING SEDIMENT BASIN (112) ON SITE, SILT FENCE AND DIVERSION DIKES SHALL ALSO BE INSTALLED AT
MAINTAINED ON THE S11R AT ALL TIMES.
5. PRIOR TO COMMENCING LAND DISTURBING ACT7VI77ES IN AREAS OTHER THAN INDICATED
TAB DENOTES TOP OF BOX
THIS TIME. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS,
EROSION SEDIMENT CONTROL
EROSION CONTROL * 11 EROSION & SEDIMENT CONTROL
�&
MEASURES:
AREAS, THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO
HANDBOOK 5PECIFICA770N NUMBER
*
STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE IN ACCORDANCE
319 RIPRAP- RIPRAP SHALL BE INSTALLED AS OUTLET PROTECT70N WHERE
FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE.
6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION
WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. STRUCTURAL
STBI I I I I I I I
STRAW BAIL BARRIER
3.04
PRACTICES USED IN THIS SECTION CONSIST OF THE FOLLOWING:
B
TEMPORARY DIVERSION DIKE
3.09
3.01 SAFETY FENCE.
STALLED CESS TO AN EROSION CONTROL MEASURE.
A PROTECTIVE BARRIER /N TO PREVENT AC
SHOWN ON THE PLANS.
CAN BEGIN GRADING OPERATIONS.
ALL TIMES DURING LAND DISTURBING ACT7V177ES AND DURING SITE DEVELOPMENT UNTIL
TO PROHIBIT THE UNDESIRABLE USE OF AN EROSION CONTROL MEASURE BY THE PUBLIC.
ST momaw-.8m4m
TEMPORARY SEDIMENT TRAP
313
APPLICABLE TO ANY CONTROL MEASURE OR SERIES OF MEASURES WHICH CAN BE CONSIDERED
DEVICE.
3.35 MULCHING - MULCHING SHALL BE APPLIED TO ANY SEEDED AREA AS
DAYS AFTER FINAL GRADE 1S REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION
UNSAFE BY VIRTUE OF POTENTIAL ACCESS BY THE PUBLIC.
(�)
SEDIMENT BASIN
3.14
3.02 CONSTRUCTION ENTRANCE:
IP -
INLET PROTECTION
3.07
A STABILIZED PAVED CONSTRUCTION ENTRANCE WITH A WASH RACK LOCATED AT POINTS OF
VEHICULAR INGRESS AND EGRESS ON A CONSTRUCTION SITE. TO REDUCE THE AMOUNT OF
MADE IMMEDIATELY.
WHEREVER SHOWN ON THE PLANS OR WHERE SLOPES EXCEED J. 1 SLOPE.
10. INSTALL THE CONSTRUCT70N MEASURES AS SHOWN ON THE PHASE H EROSION CONTROL PLAN SHEETS.
MUD 7RANSPORTED ONTO PAVED (PUBLIC ROADS BY MOTOR VEHICLES OR RUNOFF.
338 TREE PRESERVATION AND PROTECTION- TREE PRESERVATION FENCING
MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP WITH ANY LAND
11. ALL WASTE MATERIALS SHALL L TAKEN F O APPROVED WASTE' AREA. EARTH FILL
SHALL BE INERT EE OF ROOTS STUMPS WOOD RUBBISH AND OTHER
H NEER MATERIALS ONLY, FR
CONSTRUCTION ENTRANCES SHALL BE INSTALLED AS SHOWN ON THE PLANS TO REDUCE THE
SFx 7y
SILT FENCE
3.05
AMOUNT SEDIMENT 7RANSPORTED ONTO PUBLIC ROADWAYS
C4)
CE r,
CONSTRUCTION ENTRANCE
3.02
3.05 SILT FENCE.•
A TEMPORARY SEDIMENT BARRIER CONSISTING OF A SYNTHETIC FILTER FABRIC STRETCHED
I's
EACH RAINFALL EVENT AND REPAIRS SHALL BE MADE AS NEEDED. IF THE STONE FILTER BECOMES
13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF
ACROSS AND ATTACHED TO SUPPORTING POSTS AND ENTRENCHED, TO INTERCEPT AND DETAIN
S ®
CHECK DAM
3.20
SMALL AMOUNTS OF SEDIMENT FROM DISTURBED AREAS DURING CONSTRUCTION OPERATIONS IN
ORDER TO PREVENT SEDIMENT FROM LEAVING THE SITE, AND TO DECREASE THE VELOCITY OF
14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL PE POWER EQUIPMENT SHALL
STORMWATER MA
AS SHOWN ON THE PHASE H EROSION CONTROL PLAN.
SHEET FLOWS AND LOW -TO -MODERATE LEVEL CHANNEL FLOWS. THE SILT FENCE BARRIERS
H
15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAN
SHALL BE INSTALLED DOWN SLOPE OF AREAS WITH MIN/MAL GRADES TO FILTER SEDIMENT
S
TEMPORARY FILL DIVERSION
3.10
LADEN RUNOFF FROM SHEET FLOW AS INDICATED. THEY SHALL BE INSPECTED IMMEDIATELY
AFTER EACH RAINFALL AND MAINTAINED IN ACCORDANCE WITH THE VIRGINIA EROSION &
PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANYPROJECT
IS INCLUDED IN A PRO- RATA SHARE FOR STORMWATER QUALITY WITH
,#1AND BOTH SEDIMENT TRAPS. NO ITEM SHALL BE REMOVED UNLESS THE UPSTREAM AREAS ARE
SEDIMENT CONTROL HANDBOOK (VESCH).
(D)V10D1
r
VERSION
J.
3.07 STORM DRAIN INLET PROTECTION:
13. MAINTAIN ALL EROSION CONTROL MEASURES AS SPECIFIED IN THE VIRGINIA EROSION AND SEDIMENT
TO PERMANENT STORMWATER MANAGEMENT FACIL177ES WHERE APPLICABLE ALL EROSION
STORMWATER MANAGEMENT PLAN SHEETS.
A SEDIMENT FILTER OR AN EXCA VA TED IMPOUNDING AREA AROUND A STORM DRAIN DROP
'- PS
S
PERMANENT SEEDING
332
INLET OR CURB INLET TO PREVENT SEDIMENT FROM STORM DRAINAGE SYSTEMS
PRIOR TO PERMANENT STABILIZATION OF THE DISTURBED AREA. INLET PROTECTION APPL! ES
IN GENERAL, DURING CONSTRUCTION THE RLD OR CONTRACTOR ON-SITE WILL CHECK
14. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER
BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO FEBRUARY TO CONSIST A
WHERE STORM DRAIN INLETS ARE TO BE MADE OPERATIONAL BEFORE PERMANENT
SL---(9----]TOPSOILING
50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO
3 30
STABILIZATION OF THE CORRESPONDING DISTURBED DRAINAGE AREA.
CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET.
NEEDED. SPECIFIC ATTENTION WILL BE GIVEN TO THE FOLLOWING ITEMS:
SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY
3.09 TEMPORARY DIVERSION DIKE:
OC/P
CULVERT INLET PROTECTION
308
A TEMPORARY RIDGE OF COMPACTED SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING
DISTURBED AREA. TO DIVERT STORM RUNOFF FROM UPSLOPE DRAINAGE AREAS AWAY FROM
18° PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND
&ALL INLET PROTECT70N AND GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR
UNPROTECTED DISTURBED AREAS AND SLOPES TO A STABILIZED OUTLET. TO DIVERT
MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF,
SEDIMENT BUILDUP THAT WILL PREVENT PROPER DRAINAGE. IF THE GRAVEL IS
SEDIMENT -LADEN RUNOFF FROM A DISTURBED AREA TO A SEDIMENT -TRAPPING FACILITY SUCH
QDC DC
DUST CONTROL
J.
AS A SEDIMENT TRAP OR SEDIMENT BASIN. USE WHEREVER STORMWATER RUNOFF MUST BE
TEMPORARILY DIVERTED TO PROTECT DISTURBED AREAS AND SLOPES OR RETAIN SEDIMENT ON
BE APPLIED AT 180LBS/ACRE AND CONSIST OF 957 KENTUCKY 31 OR TALL FESCUE AND
c. ALL SILT FENCE BARRIERS WILL BE CHECKLD REGULARLY FOR UNDERMINING OR
SITE DURING CONSTRUCTION. THESE STRUCTURES GENERALLY HAVE A LIFE EXPECTANCY OF 18
TSD -
TEMPORARY SLOPE DRAIN
3.15
MONTHS OR LESS, WHICH CAN BE PROLONGED WITH PROPER MAINTENANCE.
BE REMOVED WHEN THE LEVE:'.. OF SEDIMENT DEPOSITION REACHED HALF WAY TO
CONTROL INSPECTOR.
3.13 TEMPORARY SEDIMENT TRAP:
19. MAINTENANCE. ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH
d. ALL SEEDED AREAS WILL BE 1;:HECKED REGULARLY TO SEE THAT A GOOD STAND
A TEMPORARY PONDING AREA FORMED BY CONSTRUCTING AN EARTHEN EMBANKMENT W17H A
RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIR
3.01
STONE OUTLET. TO DETAIN SEDIMENT -LADEN RUNOFF FROM SMALL DISTURBED AREAS LONG
e
SAFETY FENCE
!S FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY
ENOUGH TO ALLOW THE MAJORITY OF THE SEDIMENT TO SET77-E OUT. USE BELOW DISTURBED
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
AREAS WHERE THE TOTAL CONTRIBUTING DRAbNAGE AREA IS LESS THAN 3 ACRES, WHERE THE
COLLEC77NG SEDIMENT TO HALF 7HEIR HEIGHT MUST BE CLEANED AND REPAIRED
CONTRACT IS AWARDED. IN ADDITION THE OWNER MAYBE CONTACTED, MR. ALAN
SEDIMENT 7RAP WILL BE USED NO LONGER THAN 18 MONTHS, AND 1T MAY BE CONSTRUCTED
RWTEMPORARY
RIGHT-OF-WAY
3.11
EITHER INDEPENDENTLY OR IN CONJUNCTION WITH A TEMPORARY DI •ERSION DIKE.
DIVERSION
3 14 TEMPORARY SEDIMENT BASIN°
A TEMPORARY BARRIER OR DAM WITH A CONTROLLED STORMWATEP RELEASE STRUCTURE
FORMED BY CONSTRUCTING AN EMBANKMENT OF COMPACTED SOIL ACROSS A DRA/NAGEWAY°
T R D AREAS W "Wa T" AND `DRY" STORAGE
TO DETAIL SEDIMENT -LADEN RUNOFF FROM DlS U BE
LONG ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUB: APPLIES BELOW
DISTURBED AREAS WHERE THE TOTAL CONTRIBUTING DRAINAGE AREA IS EQUAL TO OR
GREATER THAN THREE ACRES THERE MUST BE SUFFICIENT SPACE AND APPROPRIATE
TOPOGRAPHY FOR THE CONSTRUCTION OF A TEMPORARY IMPOUNDMENT.
318 OUTLET PROTECTION:
STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATING DEVICES PLACED
AT THE OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS. TO PREVENT SCOUR AT
STORMWATER OUTLETS, TO PROTECT THE OUTLET STRUCTURE, AND TO MINIMIZE THE POTENTIAL
FOR DOWNSTREAM EROSION BY REDUCING THE VELOCITY AND ENERGY OF CONCENTRATED
STORMWATER FLOWS. APPLICABLE TO THE OUTLETS OF ALL PIPES AND ENGINEERED CHANNEL
SECTIONS.
319 RIPRAP:
A PERMANENT, EROSION -RESISTANT GROUND COVER OF LARGE, LOOSE, ANGULAR STONE WITH
FILTER FABRIC OR GRANULAR UNDERLINING. TO PROTECT THE SOIL FROM THE EROSIVE
FORCES OF CONCENTRATED RUNOFF, SLOW THE VELOCITY OF CONCENTRATED RUNOFF WHILE
ENHANCING THE P07EN77AL FOR INFILTRATION, AND TO STABILIZE SLOPES WITH SEEPAGE
PROBLEMS, AND/OR NON -COHESIVE SOILS USE WHEREVER SOIL AND WATER INTERFACE AND
THE SOIL CONDITIONS, WATER TURBULENCE AND VELOCITY, EXPECTED VEGETATIVE COVER, ETC.,
ARE SUCH THA T THE SOIL MA Y ERODE UNDER THE DESIGN FL O W CONDI77ONS.
3.31 TEMPORARY SEEDING:
THE ESTABLISHMENT OF A TEMPORARY VEGETA77VE COVER ON DISTURBED AREAS BY SEEDING
WITH APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS. TO REDUCE EROSION AND
SEDIMENTATION BY STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL
GRADE FOR A PERIOD OF MORE THAN 30 DAYS TO REDUCE DAMAGE FROM SEDIMENT AND
TABLE 3.34-A
RUNOFF TO DOWNSTREAM OR OFF-SITE AREAS, AND TO PROVIDE PROTECTION TO BARE SOILS
CONTROL MEASURES:
ADHESINTS USED FOR OUST CONTROL
TOTAL L85
GENERAL SLOPE OR LESS)
MEASURES CAN BE ESTABLISHED.
Water Application
3.32 PERMANENT STABILIZATION:
KENTUCKY 31 FESCUE 128 LBS.
Dilution Tyle of Rate
RED TOP GRASS 2 LBS.
SEED. TO REDUCE EROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED AREAS. TO
AdIm /I , Iw,.�sW'111er E alta_ sn_ t&rN
PERMANENTLY STABILIZE DISTURBED AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTABLE TO
STABILIZATION, TEMPORARY DIVERSIONS, SEDIMENT BASINS, OUTLET PROTECTION,
Anionic
150 LBS
SEASONAL NURSE CROP
IMPROVE WILDLIFE HABITAT. TO ENHANCE NATURAL BEAUTY. UPON COMPLE77ON OF
Asphalt }'mulsion 1:1 CO3TSC Spray 1,200
CONSTRUCTION AC77W77ES, ALL AREAS WILL RECEIVE A PERMANENT VEGETATIVE COVER.
FEBRUARY 16 THROUGH APRIL ANNUAL RYE
Latex Emulsion 12.5:1 Parte Spray 235
MAY 1 THROUGH AUGUST 15 FOXTAIL MILLET
335 MULCHING:
Resin its Water 4:l Pine Spray 300
APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO THE SOIL SURFACE. TO
NOVEMBER THROUGH FEBRUARY 15 WINTER RYE
.Acrylic Emulsion
(Non -Traffic) 7:1 Coarse Spray 450
NOTES:
THE VELOCITY OF OVERLAND FLOW. TO FOSTER THE GROWTH OF VEGETATION BY INCREASING
AcTylic Emulsion
AVAILABLE MOISTURE AND PROVIDING INSULATION AGAINST EXTREME HEAT AND COLD. AREAS
1. LIME AND FERTILIZER NEEDS SHALL BE DETERMINED BY SOIL
(Traffic) 3.5.1 Coarse Spray 350
TESTS AND APPLIED IN ACCORDANCE WITH VESCH STD. 3.32.
Source: Va, ISSWC
TO DETAIL SEDIMENT -LADEN RUNOFF FROM DlS U BE
LONG ENOUGH FOR THE MAJORITY OF THE SEDIMENT TO SETTLE OUB: APPLIES BELOW
DISTURBED AREAS WHERE THE TOTAL CONTRIBUTING DRAINAGE AREA IS EQUAL TO OR
GREATER THAN THREE ACRES THERE MUST BE SUFFICIENT SPACE AND APPROPRIATE
TOPOGRAPHY FOR THE CONSTRUCTION OF A TEMPORARY IMPOUNDMENT.
318 OUTLET PROTECTION:
STRUCTURALLY LINED APRONS OR OTHER ACCEPTABLE ENERGY DISSIPATING DEVICES PLACED
AT THE OUTLETS OF PIPES OR PAVED CHANNEL SECTIONS. TO PREVENT SCOUR AT
STORMWATER OUTLETS, TO PROTECT THE OUTLET STRUCTURE, AND TO MINIMIZE THE POTENTIAL
FOR DOWNSTREAM EROSION BY REDUCING THE VELOCITY AND ENERGY OF CONCENTRATED
STORMWATER FLOWS. APPLICABLE TO THE OUTLETS OF ALL PIPES AND ENGINEERED CHANNEL
SECTIONS.
319 RIPRAP:
A PERMANENT, EROSION -RESISTANT GROUND COVER OF LARGE, LOOSE, ANGULAR STONE WITH
FILTER FABRIC OR GRANULAR UNDERLINING. TO PROTECT THE SOIL FROM THE EROSIVE
FORCES OF CONCENTRATED RUNOFF, SLOW THE VELOCITY OF CONCENTRATED RUNOFF WHILE
ENHANCING THE P07EN77AL FOR INFILTRATION, AND TO STABILIZE SLOPES WITH SEEPAGE
PROBLEMS, AND/OR NON -COHESIVE SOILS USE WHEREVER SOIL AND WATER INTERFACE AND
THE SOIL CONDITIONS, WATER TURBULENCE AND VELOCITY, EXPECTED VEGETATIVE COVER, ETC.,
ARE SUCH THA T THE SOIL MA Y ERODE UNDER THE DESIGN FL O W CONDI77ONS.
3.31 TEMPORARY SEEDING:
THE ESTABLISHMENT OF A TEMPORARY VEGETA77VE COVER ON DISTURBED AREAS BY SEEDING
WITH APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS. TO REDUCE EROSION AND
SEDIMENTATION BY STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO FINAL
DISTURBING AND CONSTRUCTION ACTIVITY. TO ENSURE THE SURVIVAL OF DESIRABLE TREES
WHERE THEY WILL BE EFFECTIVE FOR EROSION AND SEDIMENT CONTROL, WATERSHED
PROTECTION LANDSCAPE BEAUTIFICATION, DUST AND POLLUTION CONTROL, NOISE REDUCTION,
SHADE AND OTHER ENVIRONMENTAL BENEFITS WHILE THE LAND IS BEING CONVER7ED FROM
FOREST TO URBAN -TYPE USES APPLIES IN TREE-INHAB17FD AREAS SUBJECT TO LAND
DISTURBING ACTIVITIES.
3.39 DUST CON7ROL:
REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOL177ON AND
CONSTRUCTION ACTIVITIES. TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM
EXPOSED SOIL SURFACES AND REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY
PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE.
DUST CONTROL MEASURES SHALL BE EMPLOYED TO PREVENT SURFACE AND AIR MOVEMENT OF
DUST DURING CONSTRUCTION. MEASURES EMPLOYED SHALL BE IN ACCORDANCE WITH THE
VESCH.
EROSION CONTROL NOTES
GRADE FOR A PERIOD OF MORE THAN 30 DAYS TO REDUCE DAMAGE FROM SEDIMENT AND
EROSION CONTROL NOTES & NARRATIVE
RUNOFF TO DOWNSTREAM OR OFF-SITE AREAS, AND TO PROVIDE PROTECTION TO BARE SOILS
CONTROL MEASURES:
EXPOSED DURING CONSTRUCTION ,UNTIL PERMANENT VEGETATION OR OTHER EROSION CONTROL
TOTAL L85
GENERAL SLOPE OR LESS)
MEASURES CAN BE ESTABLISHED.
(3:1 PER ACR
3.32 PERMANENT STABILIZATION:
KENTUCKY 31 FESCUE 128 LBS.
7HE ESTABLISHMENT OF PERENNIAL VEGETATIVE COVER ON DISTURBED AREAS BY PLAN77NG
RED TOP GRASS 2 LBS.
SEED. TO REDUCE EROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED AREAS. TO
SEASONAL NURSE CROP 20 Les.
PERMANENTLY STABILIZE DISTURBED AREAS IN A MANNER THAT IS ECONOMICAL, ADAPTABLE TO
STABILIZATION, TEMPORARY DIVERSIONS, SEDIMENT BASINS, OUTLET PROTECTION,
SITE CONDITIONS, AND ALLOWS SELECTION OF THE MOST APPROPRIATE PLANT MATERIALS. TO
150 LBS
SEASONAL NURSE CROP
IMPROVE WILDLIFE HABITAT. TO ENHANCE NATURAL BEAUTY. UPON COMPLE77ON OF
SOUTH„ AND EAST A STREAM EX/STS TO THE SOUTH. THE SITE IS WOODED WITH AREAS OF CLEARING,
CONSTRUCTION AC77W77ES, ALL AREAS WILL RECEIVE A PERMANENT VEGETATIVE COVER.
FEBRUARY 16 THROUGH APRIL ANNUAL RYE
EXISTING STOCKPILES,AND AN EXISTING SEDIMENT BASIN TO THE SOUTH. THE SITE IS GENERALLY WELL
MAY 1 THROUGH AUGUST 15 FOXTAIL MILLET
335 MULCHING:
AUGUST 16 THROUGH OCTOBER ANNUAL RYE
APPLICATION OF PLANT RESIDUES OR OTHER SUITABLE MATERIALS TO THE SOIL SURFACE. TO
NOVEMBER THROUGH FEBRUARY 15 WINTER RYE
PREVENT EROSION BY PROTEC77NG THE SOIL SURFACE FROM RAINDROP IMPACT AND REDUCING
NOTES:
THE VELOCITY OF OVERLAND FLOW. TO FOSTER THE GROWTH OF VEGETATION BY INCREASING
AND ///1 ARE INSTALLED OR UNDER CONSTRUCTION ON THE SITE.
AVAILABLE MOISTURE AND PROVIDING INSULATION AGAINST EXTREME HEAT AND COLD. AREAS
1. LIME AND FERTILIZER NEEDS SHALL BE DETERMINED BY SOIL
WHICH HAVE BEEN PERMANENTLY SEEDED SHOULD BE MULCHED IMMEDIATELY FOLLOWING
TESTS AND APPLIED IN ACCORDANCE WITH VESCH STD. 3.32.
SEEDING. AREAS WHICH CANNOT BE SEEDED BECAUSE OF THE SEASON SHOULD BE MULCHED
2. SEEDINGS TO BE MULCHED IMMEDIATELY UPON COMPLETION
USING ORGANIC MULCH. MULCH MAY BE USED TOGETHER WITH PLANTINGS OF TREES, SHRUBS,
OF SEED APPLICATION, IN ACCORDANCE W/ VESCH STD 3.35.
OR CERTAIN GROUND COVERS WHNCH DO NOT PROVIDE ADEQUATE r0/L STABILIZATION BY
ES -5: PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES !lN AREAS OTHER THAN
7HEMSELVES, CAN BE USED IN CONJUNCTION WITH TEMPORARY SEEDING.
PERMANENT SEEDING SCHEDULE
INDICATED ON THESE PLANS (INCLUDING BUT NOT LIMITED TO, OFF-SITE
PS
336 SOIL STABILIZATION BLANKETS & MATTING:
NO SCALE
THE INSTALLATION OF A PR07ECTIVE COVERING (BLANKET) OR A SOIL STABILIZATION MAT ON A
NONE.
PREPARED PLANTING AREA OF A STEEP SLOPE, CHANNEL OR SHORELINE. TO AID IN
(STD. & SPEC. 3.32 OF VIRGINIA EROSION &
CON7ROLLING EROSION ON CRITICAL AREAS BY PROVIDING A MICROCLIMATE WHICH PR07ECTS
SEDIMENT CONTROL HANDBOOK, 3RD ED.)
YOUNG VEGETA77ON AND PROMOTES ITS ESTABLISHMENT. APPLIES ON SHORT, STEEP SLOPES
CRITICAL SLOPES ON-SITE WILL BE PROTECTED. CARE WILL BE TAKEN TO PREVENT THE EROSION AND
WHERE EROSION HAZARD IS HIGH AND PLAN77NG IS LIKELY TO BE TOO SLOW IN PROVIDING
PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE
ADEQUATE PR07ECTIVE COVER.
EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND
3.38 TREE PRESERVA 77ON AND PROTECTION:
PROPERTIES
PROTECTION OF DESIRABLE TREES FROM MECHANICAL OR OTHER INJURY DURING LAND
DISTURBING AND CONSTRUCTION ACTIVITY. TO ENSURE THE SURVIVAL OF DESIRABLE TREES
WHERE THEY WILL BE EFFECTIVE FOR EROSION AND SEDIMENT CONTROL, WATERSHED
PROTECTION LANDSCAPE BEAUTIFICATION, DUST AND POLLUTION CONTROL, NOISE REDUCTION,
SHADE AND OTHER ENVIRONMENTAL BENEFITS WHILE THE LAND IS BEING CONVER7ED FROM
FOREST TO URBAN -TYPE USES APPLIES IN TREE-INHAB17FD AREAS SUBJECT TO LAND
DISTURBING ACTIVITIES.
3.39 DUST CON7ROL:
REDUCING SURFACE AND AIR MOVEMENT OF DUST DURING LAND DISTURBING, DEMOL177ON AND
CONSTRUCTION ACTIVITIES. TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM
EXPOSED SOIL SURFACES AND REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY
PRESENT HEALTH HAZARDS, TRAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE.
DUST CONTROL MEASURES SHALL BE EMPLOYED TO PREVENT SURFACE AND AIR MOVEMENT OF
DUST DURING CONSTRUCTION. MEASURES EMPLOYED SHALL BE IN ACCORDANCE WITH THE
VESCH.
EROSION CONTROL NOTES
DESCRIPTION OF EROSION & SEDIMENT
EROSION CONTROL NOTES & NARRATIVE
ES -1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND :STRUCTURAL EROSION
CONTROL MEASURES:
PURPOSE:
AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED AND
s e
I / �\
THE PURPOSE OF THIS LAND -DISTURBING ACTIVITY IS TO CONSTRUCT FOOTHILLS PHASES IV & V. THE TOTAL
MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OFEROSION
AND SEDIMENT CONTROL MEASURES.
ACREAGE TO BE DISTURBED WITH THIS PLAN IS 20.67 ACRES.
THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA
IT IS ANTICIPATED THAT A CONSTRUCTION ENTRANCE, CONSTRUCTION ROAD
EXISTPNG SITE CONDITIONS:
REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL
STABILIZATION, TEMPORARY DIVERSIONS, SEDIMENT BASINS, OUTLET PROTECTION,
THE EXISTING SITE IS A HILLY PARCEL, SLOPING FROM A WESTERN OFFSITE NIGH POINT, DOWN TO THE NORTH,
REGULA TIONS.
Cereal (Winter) Rye
SOUTH„ AND EAST A STREAM EX/STS TO THE SOUTH. THE SITE IS WOODED WITH AREAS OF CLEARING,
ES -2: THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO
INLET PROTECTION, AND SILT FENCE WILL BE INSTALLED TO CONTROL SURFACE
EXISTING STOCKPILES,AND AN EXISTING SEDIMENT BASIN TO THE SOUTH. THE SITE IS GENERALLY WELL
THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE
DRAINAGE. TEMPORARY SEEDING WILL BE USED IMMEDIATELY FOLLOWING ALL
DRAINED WITH SOME CRITICAL SLOPES EROSION AND SEDIMENT CONTROL MEASURES HAVE BEEN DESIGNED TO
COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO
LAND DISTURBANCE ACTIVITIES. TEMPORARY STOCKPILE AREAS WILL BE
CONFORM TO THE EXISTING SITE SLOPE AND PROTECT THE STREAM AND ADJACENT PROPERTIES. PHASE 1, 1/,
THE FINAL INSPECTION.
ES-3.•ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR
MAINTAINED FROM TOPSOIL THAT WILL BE STRIPPED FROM AREAS TO BE GRADED
AND ///1 ARE INSTALLED OR UNDER CONSTRUCTION ON THE SITE.
TO OR AS THE FIRST STEP IN CLEARING.
AND STORED FOR LATER SPREADING. STOCKPILE LOCA TIONS SHALL BE ON Sl TE
ADJACENT AREAS.
ES -4:A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL
AND SHALL BE STABILIZED WITH A TEMPORARY VEGETATIVE COVER. PERMANENT
THE SITE IS POSITIONED BETWEEN ROUTES 240 AND 250 AND IS ALONG THE MASTER PLANNED CROZET
BE MAINTAINED ON THE SITE AT ALL TIMES.
SEEDING WILL BE PERFORMED FOR ALL AREAS WHICH WILL NO LONGER BE
CONNECTOR ROAD CORRIDOR. IT IS BORDERED BY VACANT LAND TO THE NORTH, WESTHALL & WESTLAKE
ES -5: PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES !lN AREAS OTHER THAN
>
HILLS TO THE WEST AND SOUTH, AND PHASE 1, 2, & 3 OF FOOTHILL CROSSING AND ROUTE 240 TO THE EAST.
INDICATED ON THESE PLANS (INCLUDING BUT NOT LIMITED TO, OFF-SITE
EXCAVATED AND WHERE CONSTRUCTION ACTIVITIES HAVE CEASED. PERMANENT
OFFSITE LAND DISTURBANCE.'
BORROW OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A
SEEDING SHALL ALSO BE PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE
NONE.
SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND
LEFT DORMANT FOR A YEAR OR MORE, SELECTION OF SEED MIXTURE WILL
CRITICAL AREAS:
APPROVAL BY THE PLAN APPROVING AUTHORITY.
DEPEND ON THE TIME OF YEAR APPLIED. TEMPORARY SEEDING WILL BE
CRITICAL SLOPES ON-SITE WILL BE PROTECTED. CARE WILL BE TAKEN TO PREVENT THE EROSION AND
ES -6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL
PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR MORE
SEDIMENTATION OF THE EXISTING GRADE AND TO PROTECT THE EXISTING STREAM ON-SITE AND NEIGHBOR/NG
EROSION CONTROL MEASURES NECESSARY TO PREVENT EROSION AND
THAN SEVEN DAYS. THESE AREAS SHALL BE SEEDED WITH FAST GERMINATING
PROPERTIES
SEDIMENTATION AS DETERMINED BY THE PLAN APPROVING AUTHORITY.
VEGETATION IMMEDIATELY FOLLOWING GRADING OF THOSE AREAS. SELECTION OF
SOILS:
ES-7.•ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL
SEE SOILS BOUNDARIES AND DESCRIPTIONS ON SHEET ESC -2.
MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING
SEED MIXTURE WILL DEPEND ON THE TIME OF YEAR APPLIED.
SEQUENCE OF CONSTRUCTION:
SITE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED.
1. NOTIFY ALBEMARLE COUNTY TO SCHEDULE A PRE- CONS TRUC T70N MEETING AS REQUIRED.
ES -8: DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN
301 SAFETY FENCE - SAFETY FENCE WILL BE INSTALLED AROUND ALL
2. NO EROSION CONTROL MEASURES MAY BE REMOVED DURING THE CONSTRUCTION PROCESS WITHOUT THE
APPROVED WATER FILTERING DEVICE.
PROPOSED SEDIMENT BASINS
APPROVAL FROM THE INSPECTOR ON THE PROJECT.
-
ES 9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES
3°02 CONSTRUCT/ON ENTRANCE _ ONE CONSTRUCTION ENTRANCE SHALL BE
J. CONTRACTOR SHALL INSTALL TREE PROTECTION TAPE BEFORE ANY SITE DISTURBANCE SH ALL TAKE PLACE.
PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT.
ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS
INSTALLED AT THE CURRENT TERMINUS OF PARK RIDGE DRIVE. THIS WILL BE
CONTRACTOR SHALL USE TREE PROTECTION TAPE TO STAKE OUT THE LIMITS OF CLEARING AND
OF THE EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY.
THE ONLY POINT OF INGRESS AND EGRESS TO THE SITE. CARE WILL BE TAKEN
DISTURBANCE ON-SITE. CONTRACTOR SHALL ENSURE THAT TREES TO BE SAVED ARE FLAGGED ALONG THE
LIMITS OF CLEARING.
TO PROTECT ADJACENT ROADWAYS AND PROPERTIES FROM TRANSFER OF
4. INSTALL THE PAVED CONSTRUCTION ENTRANCE WITH WASH RACK TO BE DETERMINED IF NECESSARY BY
SEDIMENT.
ACSA AS SHOWN ON THE PLANS. CONSTRUC77ON ENTRANCE TO BE INSTALLED WHERE CONSTRUCTION
EROSION CONTROL NOTES
J.05 SILT LL BE ED ON THE DOWNSTREAM SIDE OF
ITHE
PUBLIC ROADS, ONS THE
BSUR
VEHICLE ROUTES INTERSECTTRANSPORT
DISTURBANCENWHERELNOTEDCON PLANS.
ACETOWHERIMZE
THE PAVEDLL
O SEDIMENT BY (VEHIULAR) RACK/NG ONTOAVED
EI SEDIMENT IS
3°07 STORM DRAIN INLET PROTECTION- !P WILL BE INSTALLED ON EACH
TRANSPORTED ONTO A PUBLIC ROAD SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END
1. THE PLAN APPROVING AUTHOR/TY MUST BE NOTIFIED ONE WEEK PRIOR TO THE
OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM THE ROADS BY SHOVELING OR SWEEPING AND
PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF LAND
PROPOSED INLET AS SHOWN ON THE PLANS
TRANSPORTING TO A SEDIMENT CONTROL DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY
DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION.
309 TEMPORARY DIVERSION DIKE- DIVERSION DIKES WILL BE USED AROUND THE
AFTER SEDIMENT IS REMOVED IN THIS MANNER. INSTALL THE ACCESS FROM PARK RIDGE RIDGE DRIVE AND
2. ALL EROSION AND SEDIMENT CONTROL MEASURES WDLL BE CONSTRUCTED AND MAINTAINED
ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE VIRGINIA EROSION AND
PERIMETER OF SITE DISTURBANCE WHERE SHOWN ON THE PLANS TO DIRECT
THE PARKING AND STAGING AREA. PARK/NG AND CONSTRUCTION ENTRANCE AREAS SHALL BE CLEARED
SEDIMENT CONTROL HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND
RUNOFF TO ON-SITE SEDIMENT CONTROL FACILITIES.
OF ALL VEGETATION, ROOTS, OR OTHER OBJECTIONABLE MATERIALS BEFORE CONSTRUCTION ROAD
SEDIMENT CONTROL REGULATIONS
313 TEMPORARY SEDIMENT TRAP- TEMPORARY SEDIMENT TRAPS WILL BE
STABILIZATION /S INSTALLED.
J. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO OR AS
INSTALLED WHERE SHOWN ON THE PLANS.
5. INSTALL THE INITIAL CONSTRUCTION MEASURES AS SHOWN ON THE PHASE / EROSION CONTROL PLAN
THE FIRST STEP IN CLEARING.
SHEETS. THIS INCLUDES 2 NEW SEDIMENT TRAPS, 2 NEW SEDIMENT BASINS, AND UTILIZATION OF THE
4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE
314 TEMPORARY SEDIMENT BASIN- TEMPORARY SEDIMENT BASINS WILL BE
EXISTING SEDIMENT BASIN (112) ON SITE, SILT FENCE AND DIVERSION DIKES SHALL ALSO BE INSTALLED AT
MAINTAINED ON THE S11R AT ALL TIMES.
5. PRIOR TO COMMENCING LAND DISTURBING ACT7VI77ES IN AREAS OTHER THAN INDICATED
INSTALLED WHERE SHOWN ON THE PLANS.
THIS TIME. STABILIZATION MEASURES SHALL BE APPLIED TO EARTHEN STRUCTURES SUCH AS DAMS,
ON THESE PLANS INCLUDING BUT NOT LIMITED TO OFF-SITE BORROW OR WASTE
318 OUTLET PROTECTION- TO BE PROVIDED AT THE OUTFALL OF DRAINAGE
DUKES, AND DIVERSIONS IMMEDIATELY AFTER INSTALLATION. MEASURES INTENDED TO TRAP SEDIMENT
AREAS, THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO
PIPES WHERE SHOWN ON PLANS
SHALL BE CONSTRUCTED AS A FIRST STEP WITH ANY LAND DISTURBANCE ACTIVITY AND SHALL BE MADE
THE OWNER FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY.
319 RIPRAP- RIPRAP SHALL BE INSTALLED AS OUTLET PROTECT70N WHERE
FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES PLACE.
6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL EROSION
SHOWN ON THE PLANS.
6. INSTALL ANY REMAINING EROSION CONTROL ITEMS AS SHOWN ON THE PHASE I EROSION CONTROL PLAN.
CON7ROL MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENTATION AS
3.31 TEMPORARY SEEDING- TEMPORARY SEEDING SHALL BE APPLIED WHERE
7. ONCE ALL THE EROSION CONTROL 17EMS HAVE BEEN INSTALLED AS SHOWN ON THE PHASE ! EROSION
DETERMINED BY THE PLAN APPROVING AUTHORITY.
CONTROL PLAN AND THE INSPECTOR HAS APPROVED THE EROSION CONTROL MEASURES, THE CONTRACTOR
7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL MEASURES AT
SHOWN ON THE PLANS.
CAN BEGIN GRADING OPERATIONS.
ALL TIMES DURING LAND DISTURBING ACT7V177ES AND DURING SITE DEVELOPMENT UNTIL
3.32 PERMANENT SEEDING- PERMANENTLY SEEDING SHALL BE APPLIED WHERE
8. ROUGH GRADE THE SITE TO THE CONTOURS SHOWN ON THE EROSION CONTROL PLAN.
FINAL STABILIZA77ON IS ACHIEVED.
8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN APPROVED FILTERING
SHOWN ON THE PLANS.
9. PERMANENT OR TEMPORARY SOIL STABILIZATION SHALL BE APPLIED TO DENUDED AREAS WITHIN SEVEN
DEVICE.
3.35 MULCHING - MULCHING SHALL BE APPLIED TO ANY SEEDED AREA AS
DAYS AFTER FINAL GRADE 1S REACHED ON ANY PORTION OF THE SITE. TEMPORARY SOIL STABILIZATION
9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES PERIODICALLY AND
DEEMED NECESSARY FOR STABILIZATION AND GROWTH.
SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS THAT MAY NOT BE AT FINAL GRADE BUT WILL
AFTER EACH RUNOFF PRODUCING RAINFALL EVENT. ANY NECESSARY REPAIRS OR
336 SOIL STABILIZATION BLANKETS AND MATTING- BIM SHALL BE EMPLOYED
REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS PERMANENT STABILIZATION SHALL BE
CLEANUP TO MAINTAIN 7HE EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE
APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR.
MADE IMMEDIATELY.
WHEREVER SHOWN ON THE PLANS OR WHERE SLOPES EXCEED J. 1 SLOPE.
10. INSTALL THE CONSTRUCT70N MEASURES AS SHOWN ON THE PHASE H EROSION CONTROL PLAN SHEETS.
10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW AREA.
338 TREE PRESERVATION AND PROTECTION- TREE PRESERVATION FENCING
MEASURES INTENDED TO TRAP SEDIMENT SHALL BE CONSTRUCTED AS A FIRST STEP WITH ANY LAND
11. ALL WASTE MATERIALS SHALL L TAKEN F O APPROVED WASTE' AREA. EARTH FILL
SHALL BE INERT EE OF ROOTS STUMPS WOOD RUBBISH AND OTHER
H NEER MATERIALS ONLY, FR
SHALL BE INSTALLED WHERE SHOWN ON THE PLANS. NO TREES SHALL BE
DISTURBANCE ACTIVITY AND SHALL BE MADE FUNCTIONAL BEFORE UPSLOPE LAND DISTURBANCE TAKES
DEBRIS.
HARMED OUTSIDE OF THE LIMITS OF TREE PROTECTION FENCING.
PLACE.
12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF COMPLETION PER
339 DUST CONTROL- DUST CONTROL SHALL BE APPLIED THROUGHOUT THE SITE
11° INSTALL THE UTILITIES, CURB AND GUTTER, AND ROADS. INLET PROTECTION SHALL BE INSPECTED AFTER
ZONING ORDINANCE SECT70N 5.1.28.
EACH RAINFALL EVENT AND REPAIRS SHALL BE MADE AS NEEDED. IF THE STONE FILTER BECOMES
13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION 13-301 OF
WHERE SHOWN ON THE PLANS.
CLOGGED WITH SEDIMENT SO THAT IT NO LONGER ADEQUATELY PERFORMS ITS FUNCTION, THE STONE MUST
THE CODE OF ALBEMARLE.
BE PULLED AWAY AND CLEANED AND/OR REPLACED. INSTALL ANY REMAIN/NG EROSION CONTROL ITEMS
14. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL PE POWER EQUIPMENT SHALL
STORMWATER MA
AS SHOWN ON THE PHASE H EROSION CONTROL PLAN.
BE LIMITED TO THE HOURS OF 7.00AM TO 9: vOPM.
15. BORROW, FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MANNER THAN
- THROUGH THE USE
STORMWATER RUNOFF QUANTITY WILL BE TREATED ON-SITE
Q
ONCE PHASE H OF CONSTRUCTION IS COMPLETE THE SITE IS STABILIZED AND THE INSPECTOR HAS GIVEN
12. On
MAINTAINS LATERAL SUPPORT, OR ORDER TO MINIMIZE ANY HAZARD TO PERSONS,
OF THE EXISTING DRY DE7ENTlON FACILITY AND A WET POND. THE ENTIRE
APPROVAL, THE CONTRACTOR CAN REMOVE THE EROSION CONTROL MEASURES, INCLUDING SEDIMENT BASIN
PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND DAMAGE TO ANYPROJECT
IS INCLUDED IN A PRO- RATA SHARE FOR STORMWATER QUALITY WITH
,#1AND BOTH SEDIMENT TRAPS. NO ITEM SHALL BE REMOVED UNLESS THE UPSTREAM AREAS ARE
PUBLIC STREET BECAUSE 0 SLIDES, SINKING, OR COLLAPSE.
STABILIZED AND THE INSPECTOR GIVES PERMISSION.
16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR CONVERT
THE LICKINGHOLE REGIONAL STORMWATER MANAGEMENT FACILITY. SEE
13. MAINTAIN ALL EROSION CONTROL MEASURES AS SPECIFIED IN THE VIRGINIA EROSION AND SEDIMENT
TO PERMANENT STORMWATER MANAGEMENT FACIL177ES WHERE APPLICABLE ALL EROSION
STORMWATER MANAGEMENT PLAN SHEETS.
CONTROL HANDBOOK, REMOVING ONLY WHEN APPROVED BY THE LOCAL PROGRAM ADMINISTRATOR /N
CONTROL MEASURES REQUIRED BY THIS PLAN REGARDLESS OF THE SALE OF ANY LOT,
MAINTENANCE.
ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK.
UNIT, BUILDING OR OTHER PORTION OF THE PROPERTY.
17. TEMPORARY STABILIZA77ON SHALL BE TEMPORARY SEEDING AND MULCHING. SEEDING IS TO
IN GENERAL, DURING CONSTRUCTION THE RLD OR CONTRACTOR ON-SITE WILL CHECK
14. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS AFTER
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
FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS
50/50 MIX OF ANNUAL RYEGRASS AND CEREAL WINTER RYE, OR IN MARCH AND APRIL TO
SIGNIFICANT RAINFALL. MONITORING REPORTS WILL BE REQUIRED FROM THE RLD IF
OTHERWISE AUTHORIZED BY THE LOCAL PROGRAM ADMINISTRATOR. TRAPPED SEDIMENT AND THE DISTURBED
CONSIST OF ANNUAL RYE, OR MAY THROUGH AUGUST TO CONSIST OF GERMAN MILLET.
NEEDED. SPECIFIC ATTENTION WILL BE GIVEN TO THE FOLLOWING ITEMS:
SOIL AREAS RESULTING FROM THE DISPOSITION OF TEMPORARY MEASURES SHALL BE PERMANENTLY
S7RAW MULCH IS TO BE APPLIED AT 80LBS/IOOSF. AL7ERNA77VES ARE SUBJECT TO
a. SEDIMENT BASINS & TRAPS WILL BE CLEANED AND MAINTAINED IN ACCORDANCE
STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTATION.
APPROVED BY THE COUNTY EROSION CONTROL INSPECTOR.
WITH THE VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK.
18° PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, AND
&ALL INLET PROTECT70N AND GRAVEL OUTLETS WILL BE CHECKED REGULARLY FOR
MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT 90LBS/1000SF,
SEDIMENT BUILDUP THAT WILL PREVENT PROPER DRAINAGE. IF THE GRAVEL IS
INCORPORATED INTO 774E TOP 4-6 INCHES OF SOIL. FERTILIZER SHALL BE APPLIED AT
CLOGGED BY SEDIMENT, THE GRAVEL WILL BE REMOVED AND CLEANED, OR IT WILL
1000LBS/ACRE AND CONSIST OF A 10-20-10 NU7RIENT MIX. PERMANENT SEEDING SHALL
BE REPLACED.
BE APPLIED AT 180LBS/ACRE AND CONSIST OF 957 KENTUCKY 31 OR TALL FESCUE AND
c. ALL SILT FENCE BARRIERS WILL BE CHECKLD REGULARLY FOR UNDERMINING OR
0-57 PERENNIAL RYEGRASS OR KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED
DETERIORATION OF THE FABRIC; AND REPAIRED AS REQUIRED. SEDIMENT SHALL
AT 80LBS1100SF. ALTERNA7IVE5 ARE SUBJECT TO APPROVED BY THE COUNTY EROSION
BE REMOVED WHEN THE LEVE:'.. OF SEDIMENT DEPOSITION REACHED HALF WAY TO
CONTROL INSPECTOR.
THE TOP OF THE BARRIER.
19. MAINTENANCE. ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH
d. ALL SEEDED AREAS WILL BE 1;:HECKED REGULARLY TO SEE THAT A GOOD STAND
RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE REPAIR
IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED WHEN 507 OF THE WET STORAGE VOLUME
IS MAINTAINED. AREAS SHOULD BE FERTILIZED AND RESEEDED AS NEEDED.
!S FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE RESEEDED WHEN NECESSARY
IN CASE OF EMERGENCY, THE PRIMARY CONTACT FOR THE PROJECT WILL BE THE RLD
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
COLLEC77NG SEDIMENT TO HALF 7HEIR HEIGHT MUST BE CLEANED AND REPAIRED
CONTRACT IS AWARDED. IN ADDITION THE OWNER MAYBE CONTACTED, MR. ALAN
IMMEDIATELY.
TAYLOR. UPON COMPLETION OF ITHE PROJECT, THE OWNER WILL BE RESPONSIBLE
20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES ,ARE TO BE REMOVED
FOR SITE MAINTENANCE.
WITHIN 30 DAYS OF FINAL S17F STABILIZATION, WHEN MEASURES ARE NO LONGER NEEDED,
SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL INSPECTOR.
21. THIS PLAN SHALL BE VOID IF THE OWNER DOES NOT OBTAIN A PERMIT WITHIN 1 YEAR OF
THE DATE OF APPROVAL. (WATER PROTECTION ORDINANCE SECTION 17-204G.)
22. PERMANENT VEGETATION SHALL BE INSTALLED ON ALL DENUDED AREAS WITHIN NINE (9)
MONTHS AFTER THE DATE THE LAND DISTURBING ACTIVITY COMMENCED. (WATER
PROTEC77ON ORDINANCE SEC77ON 17-207B)
SOIL DESCRIPTION
SOIL MAP AND DESCRIPTIONS PROVIDED ON EROSION & SEDIIMENT
CONTROL PLAN SHEETS 2 & 18 CONSISTENT WITH THE APPROVED
WPO2007-44 PLANS - "FOOTHILL CROSSING EROSION AND
SEDIMENT CONTROL PLAN", SOIL MAP SHEET, BY ROUDABUSH
GALE AND ASSOCIATES DATED SEPTEMBER 19, 2008.
ATTACH FILTER FABRIC
TO STAKES OR POSTS &
EXTEND IT INTO TRENCH
WOODEN STAKE
O
STEEL POST
LENGTH = 5' M1N.
EXCAVATED SOIL
BACKFILLED AND
COMPACTED
4"x4" TRENCH J
SILT FENCE
S (W/ THOU T WIRE SUPPORT) 05-
NO SCALE
1. SET POSTS AND EXCAVATE A 4"X4"
TRENCH UPSLOPE ALONG THE LINE
OF POSTS.
__°° 1--------I o-�, (Ilii
FLOW
Ln
''��
2. STAPLE WIRE FENCING TO THE POSTS.
SIL T FENCE
sF
(WITH WIRE SUPPORT)
NO SCALE
3. A TTA CH THE FILTER FABRIC TO
THE WIRE FENCE AND EXTEND
IT INTO THE TRENCH.
11
f
i 11
I ! '-
-
f_
I;I r» __-. I
I, . '
I I .-
FL
,�,✓ - ",,-CURB INLET
0
�-CONCRETE BLOCK
tyIRE SCREE, N
GRAVED' FILTER
--L:/ -
OR 15 COARSE AGGREGATE
SEaBLOCK & GRA VEL CURB INLET
DIMENT FILTER 3.o�-a
NO SCALE
4. BACKFILL AND COMPACT THE
EXCA VA TED SOIL.
EXTENSION OF FABRIC AND WIRE INTO THE TRENCH.
SH,
SLI
Paved ons ru i entrance for erosion controI pima
v
s�':"I?-
-_
11
%1, <: �''
T, E 66., g$ s
t3 i rI•.'AI l A, if s'.�*V.,. -
" { wa a� ,r
%_n 1, a 211
11 4. ,x `'' pp }}
.>.,i.. -. .. iRf4 ..
� 1 °, I. __
,_, 1 .
l 3i T . A 1
I'
1 r VIC,
1 > w *FK
. N
'1 ik
14
P A _i,1_
i ..' . T
:` .,} ',W
r. �>
_z I KI
e
'
�'
A It1i,011111111I t -Vat 1 1-ap fit .t (INTI 11(1 4t lit 4:='1 10111 it aLkwatall t uIvil bAll c ;
-,5tt1:t0, ,' %mh X1.11 lIN., I1� wit 1 t � w1, � �� r )I�itt•-«t 1.:F 41� � lo-, for ; "Ietpjat
11
C:wv,,t0t0 pre ,, v ��i ;
LE END
LEGEND
ILIMITS
OF LAND DISTURBANCE SILT FENCE PER VESCH 3.05
NOTE: II4 DIVERSION DIKE SUPER SILT FENCE PER VESCH 3.05
I . CONTRACTOR SHALL ENSURE POSITIVE DRAINAGE ALONG EACH BOUNDARY LINE
DIVERSION DIKE PER VESCH 3.09 SCO T R, COLLINTS
BERM TOWARDS THE PROPOSED SEDIMENT BASINS AND DIVERSION
TRAPS. TREE PROTECTION
INo. 35791 SEDIMENT TRAP PER VESCH 3.16
DIRECTION OF FLOW
IPROPOSED CONTOUR CONSTRUCTION ENTRANCE PER VESCH 3.02 653.75 I
I DRAINAGE DIVIDE TREE PROTECTION & PRESERVATION PER VESCH 3.38
IIIOUTLET PROTECTION PER VESCH 3.18
CULVERT INLET PROTECTION
CULVERT INLET PROTECTION PER VESCH
IIICHECK DAMS 3.08
ROCK CHECK DAMS PER VESCH 3.20
ISOILS LINE
. . . . . . IA,\ SOIL STABILIZATION MATTING VESCH 3.36
DRAINAGE WAY
IIIII. ......... IifII- - ----------- - --- - x -7 IIII-Pg IIIIIII(P) SOIL STABILIZATION /V I0
IIIM A I I I N (TYP-) u
ui
I -A III'y' I_T_ 0
Lf)
4 IPR OPOSED SI T FE NCE (TYP. I>
�p Lu
IIIty
I4 II4w # IIIII648 1 ... --- --- --- II6 I0�1 III5 u IIIIII4w Am < P #2 IIS E D I M E N TR IIIII5E 11 IIIIID.A. 1.75 AC tIIICw= 0.5 < 7 IIIIui
IIIIIIIIIII0 IIIIIIIt II------ . . . ..... 4B II.. . . ...... IT IIIIIII r ----- ----- IL ce
Lu
*101, II p IF_
I'D z z z
Iuj uj Ui
I p 6 3 , 7zZ z v-, f
III
Ij* u 5'
Uj ZD
t�52 I0 0 0
E I..... ..... IIu u u
Z I0
Lu Lu U.j
0- 0- 0-
IEXISTING SWM MAINTAIN II(0 IACCESS EASEMENT I uj Lu ui
,-A PIP r VED EX ILu
CC) U) V) U)
EXISTIN ORARY IfSTOCKPILE LOCATION > > >
IEMM'N'T BAS IN #2 r 0 TEW IUi uj uj
_LE TO BE f cl� 0� C�
..,STOCKPI IIII--------- - IHASE 11 SURkOUNDED B -Y-,:: S I Lf FENCE 1 1 4f IIA. 2_7� -9 AC ICw=0 9 IAPPROV- D D OR I`02 01 2 0004 t7:TC= 24-6 Mill IIIIIIIIItIII-7, 5RA, I LT Iv
FENCE (TYP.) I
00 rl�
TYP.) PROPOSED LOD II 574 IIZATION ABIL C D TREE II'ENCINO ISB2 AND TREELINE (TYP I>\ IIILu IEXISTING S� NT J3ASIN 2 APPROVED 'Vil AND MQOIFI�.D UNIN " VoIP0201247 P R 05; ED f t 1; TO '-,'jPV--y ;-,AS A� D IS DIMENT R S IN #3 F IR 1: S rORE fO OR DESK ON PHA"IF V/ XIS -FN( FE IASE 11 AN IA I- - ---- 3.97 A IIROTECTION PROPOSED TREE A TION AREA (TYP.) n. W=0.40 I '11- I , I , �_ 1�� F Awj, 11121- PRESERVA ICN _NT FR P I SE DI M 0
--- ------- 0
PHASE 11 n I0
IUA D.A. o.86 AC IICw=o. PROPOSED DIVERSION BERM 3" (TYP.) I-0 (j
CL
X1 I N 06
A 2 v ST1 Ld
ISF -6 u) z
I^A*0 i I > LL
IIfIU) IU -i
r y w IfOODEN DI M T BAS IN #i 0
ONTRACTOR TO ENSURE POSITIVE D VE SION 622 SE EN STONE OUTFALL INTO BASIN F <
Iu 0 x PHASE 11 L9 0
[I) ID.A. 2.5o AC IIICW=0.35 0
ITc= i6.S min < z (D POSITIVE DRAINAGE ALONG PROPOSED I0 ifIV) Q) w
oo STONE OUTFi kLL INTO BASIN Q)
loo� (TYP.) ILli
6'Wxl 2'LX2'D IIInt SB 3 IA E 0
TO BASIN `LX2'D (TYP, fOUTFALL IN u) I... . .. ..... A� ISILT FENCE Li u)
w
0
-------- Li F STONE OUTFALL INTO BASI WPO 1 00' STREAN 3:U F:FDER--. LIJ 6'Wx28'Lx2'D (TYP U) LL 0
F
w
STONE OUTFALL I INTO BASIN ry I2'Lx2'D (TYP.) LOD 20.67 AC 6'Wxl PROPOSED SILT FENCE ------ LL .. ........ <
I> IPROPOSED SAFETY FENCE (D
OF'- I"o --- PROPOSED SAFETY FENCE 0 .0
C:)
EN IQ) IAFFLE cn
II0
CN
PROPOSED WOODEN IIui
II0
IIILu
IILu E 0 ui
0
ILr)
II0
IIIFWPO 100' STREAM 3UFFER JOB NO.. GRAPHIC SCALE I
I0
I0 �o 120 24Q \60 u) >
\60
SCALE III60' IIE IIN F ET I(D
II 'inch 60 f t. III9
SHEET NO. D_ >
III
SEDIMENT BA SIN 1
VDOT STD. EC -1,
CL. 11, TYPE
RIP ,RAP
(L -10i ; WY -4.5';
W2-11.5'; D-3.8')
LOD
44
Cb
0' EMERG. SPILLWAY
ELEV. 60.0'
10, TOP OF DAM,
ELEV. 608.0' X
024"li CMP PISER�';*�
@ ELEV. =___606.00
018" CMP BARREL
INV IN. 602.2; INV OUT. 602
S=0.53%; L=�8
SEDIMENT BASIN 3
1 '*1=20"
Sediment Basin #1 Design
502.5
design high water (ft)
607.0
drainage area (acres)
604,2
7�5
DESIGN HIGH 'WATER
basin voturnes: (using 2'contour intervals)
514.6
top width of dam (ft)
(25 -YR, STORM ELEV)
elevation (ft) contour area
(sf)
volume (cy)
602t0
602.00
5671,0
0
80'X93!
604.00
6858,0
463.3
SXORJ41i
606.00
8145t0
10183
3:1
608.00
9533.0
1672A
WET StORAGE
dry storage required (cy) (67*DA)
502,5
baffles:
5py"Elq CLEW�� R13INT
-E, 5TORK;E REXCED
principle spillway crest (ft)
606:0
length of flow, L (ft)
TO 34 C,Y./ ACRE)
M44. 1"M SPILLWAYCREST OF EWERGENCY
2"WITHOUT SPILLWAY
----- --- ---------
CRE,
ti£kYd7fiR1AJG
wet storage required (cy) (67*DA)
502.5
design high water (ft)
607.0
dewatering orifice elevation (ft)
604,2
top of dam (ft)
608.0
wet storage provided at this elevation (cy)
514.6
top width of dam (ft)
10,0
available volume before cleanout (cy) (34*DA)
255.0
bottom of basin (ft)
602t0
cleanout elevation (ft)
603A
approx bottom dimensions:
80'X93!
distance from cleanout to orifice (ft) (> 1')
1.1
upstream face slope:
2:1
0
U
downstream face slope:
3:1
dry storage:
10' TOP OF DAM
U
V)
LU
0
Z
0-
co
=)
V)
_j
<
dry storage required (cy) (67*DA)
502,5
baffles:
YES
principle spillway crest (ft)
606:0
length of flow, L (ft)
52
dry storage provided at this elevation (cy)
503.7
effective width, We (ft)
144
diameter of dewatering orifice (in)
7.0
L / We (baffles not required if > 2)
0.4
diameter of flexible tubing (in) (orifice+2")
9.0
0000
1"14
0
CL
�
collars.
YES
runoff:
depth of water at spillway crest (ft)
4
CW
03
slope of upstream face (Z;1)
2:1
tc {Mn)
19.5
slope of barrel (Sb)
0.53
1 2yr 3.0 Q 2yr
6.8
length of barrel in saturated zone (Ls)
24,52
1 25yr 4.5 Q 25yr
11A
number collars required
2
>L
dimension of collars
3.2'x3.2'
principle spillway:
06
L)
available head (ft)
1.0
emergency soillwav:
YES
diameter riser (in)
24
required capacity (Q25-Qp) (cfs)
4.3
spillway capacity, Qp (cfs)
6.8
bottom width (ft)
20
diameter trash rack (in)
36
slope of e)dst channel (ft/ft)
33%
barrel length (ft)
X0
minimun length of exit channel (ft)
20
head on barrel through embankment (ft)
5,0
crest of spillway (ft)
607
diameter of barrel -(in)
18
L9
K
. .. .. ......
L/
......... .......
p -LIT
7111-1 11
y
64-0
6,30
620
610
600
620
610
600
590
10+00 10+10 10+20 10+30 10+40 10+50 10+60 10+70 10+80 10+90 11+00 11+10 11+20 11+30 11+40 11+50 11+60 11+70 11+80 11+90 12+00
SCALE: 1"=10' SED MENT B A S N #1
Sediment Basin #3 Design
wi. 1� VIT spluma CREST OF EMEWANCY
2MTHOUT
drainage area (acres) 4.94 DESIGN HIGH WATH
basin,yolums: (using 2` contour intervals) (25 - YR, STORM
elution (ft) contour area (sf) volume (cy)
614,00 11147.0 U MIN. 1,01
POMER CREST
616,00 13446,0 909.5 MY
y y ST STOWE OFNAIEM NG
618.00 15535.0 1982:0
620.00 17413.0 3201,6 WVT STORAGE
622.00 19391.0 4564,1
CUAMCM PONT
S'TQIRXL REM=
TO 34 C.Y-, ACR;)
wet storage:
wet storage required (cy) (6711DA)
331,0
design high water (ft)
621.0
dewatering orifice elevation ('ft)
j i40
_7
top of dam (ft')
. . . . . . .............. I
wet storage provided at this elevation (cy)
591-2
top width of dam (ft)
_'ILL
available volume before cleanout (cy) (34*DA)
Oe
bottom of basin (ft)
....... ....
cleanout elevation (ft)
614.3
approx bottom dimensions:
110'x146'
distance from cleanout to orifice (ft) (> 1')
1.0
upstream face sk)pe,,
2:1
0
U
3: 1__GRAJNG
3:1
dry storage:
10' TOP OF DAM
U
V)
LU
0
Z
0-
co
=)
V)
_j
<
dry storage required (cy) (67*DA)
.;0, EMERC.1W.CY
ELEV.= 622.0
YES
principle spillway crest (ft)
618.0
SPILLWAY
126
dry storage provided at this elevation (cy)
0100
effective width, We (ft)
ELEV. 620.55
diameter of clewatering orifice (in)
5.0
L / We (baffles not required if > 2)
0.9
diameter of flexible tubing (in) (orifice -i-2")
7.0
0000
1"14
0
CL
�
collars,
000
runoff.
024" RCP RISER
0010
ow
0.4
slope of upstream face (Z 1)
EIEV. = 618.0
0000
16.3
slope of barrel (Sb)
0.5
1 2yr 3.3 Q 2yr
6,5
length of barrel in saturated zone (Ls)
24,5
1 25yr 5.0 Q 25yr
10,9
number collars required
2
>L
dimension of collars
3.2'x3,2'
principle spillway:
06
L)
available head (ft)
LOD
___018 RCP BARRE
YES
VDOT STD.-_ EC -1 CL. --I
24
required capacity (025-Qp) (cfs)
@
87 LF 0. 51%
spillway capacity, Qp (cfs)
RIPRAP d50=6"
bottom width (ft)
20
IN V IN=612.00
L=18';
WI=4.5'; W2=19.25'; D=2.5'
WPO -131_11`FE_R
barrel length (ft)
INV OUT= -611.56
minirmn length of exit channel (ft)
- - ---------------------
head on barrel through embankment (ft)
9.0
crestof spillway (ft)
620,55
diarneter of barrel (in)
64-0
6,30
620
610
600
620
610
600
590
10+00 10+10 10+20 10+30 10+40 10+50 10+60 10+70 10+80 10+90 11+00 11+10 11+20 11+30 11+40 11+50 11+60 11+70 11+80 11+90 12+00
SCALE: 1"=10' SED MENT B A S N #1
Sediment Basin #3 Design
wi. 1� VIT spluma CREST OF EMEWANCY
2MTHOUT
drainage area (acres) 4.94 DESIGN HIGH WATH
basin,yolums: (using 2` contour intervals) (25 - YR, STORM
elution (ft) contour area (sf) volume (cy)
614,00 11147.0 U MIN. 1,01
POMER CREST
616,00 13446,0 909.5 MY
y y ST STOWE OFNAIEM NG
618.00 15535.0 1982:0
620.00 17413.0 3201,6 WVT STORAGE
622.00 19391.0 4564,1
CUAMCM PONT
S'TQIRXL REM=
TO 34 C.Y-, ACR;)
wet storage:
wet storage required (cy) (6711DA)
331,0
design high water (ft)
621.0
dewatering orifice elevation ('ft)
615,3
top of dam (ft')
622.0
wet storage provided at this elevation (cy)
591-2
top width of dam (ft)
10.0
available volume before cleanout (cy) (34*DA)
168.0
bottom of basin (ft)
614.0
cleanout elevation (ft)
614.3
approx bottom dimensions:
110'x146'
distance from cleanout to orifice (ft) (> 1')
1.0
upstream face sk)pe,,
2:1
0
U
downstream face slope:
3:1
dry storage:
U
V)
LU
0
Z
0-
co
=)
V)
_j
<
dry storage required (cy) (67*DA)
331.0
baffles:
YES
principle spillway crest (ft)
618.0
length of flow, L (ft)
126
dry storage provided at this elevation (cy)
1390.8
effective width, We (ft)
135.127
diameter of clewatering orifice (in)
5.0
L / We (baffles not required if > 2)
0.9
diameter of flexible tubing (in) (orifice -i-2")
7.0
1"14
0
CL
�
collars,
YES
runoff.
depth of water at spillway crest (ft)
4
ow
0.4
slope of upstream face (Z 1)
2:1
tc (min)
16.3
slope of barrel (Sb)
0.5
1 2yr 3.3 Q 2yr
6,5
length of barrel in saturated zone (Ls)
24,5
1 25yr 5.0 Q 25yr
10,9
number collars required
2
>L
dimension of collars
3.2'x3,2'
principle spillway:
06
L)
available head (ft)
2.5
pMrgencv spillway:
YES
diameter riser (in)
24
required capacity (025-Qp) (cfs)
0.0
spillway capacity, Qp (cfs)
19.0
bottom width (ft)
20
diameter trash rack (in)
36
slope of exist channel (ffffl)
33%
barrel length (ft)
87-0
minirmn length of exit channel (ft)
22
head on barrel through embankment (ft)
9.0
crestof spillway (ft)
620,55
diarneter of barrel (in)
18
L9
10+00 10+10 10+20 10+30 104-40 10+50 10+60 10+70 10+80 10+90 11+00 11-I-10 11+20 114-30 11+40 11+50 11+60 11+70 11+80 11+90 12+00 12+10 12+20 124-30 12+40 12+50 12+60 12+70 12-1-80 12+90 13+00 13+10 13+20
SCALE: 1"=10' SED MENT B A S N #3
SC T R. "OLLINS Z
No. 35791
Z
ct�
U
V)
Uj
Z
0
U-)
Uj
0�
(A
ZLULU
0
Uj
Ce
L9
It
Ln
Lr)
Ln
LLJ
rH
,-i
T-1
T-1
LIJ
Uj
LIJ
ZCY)
ry)
00
00
r4
r_1
-i
0
a -
Lr)
0
U
0
U
0
U
0)
(f)
U
V)
LU
0
Z
0-
co
=)
V)
_j
<
=)
0
U
0'
M
0
U
ce
0
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Sediment Basin #2 Design
1848,5
dewatering orifice elevation (ft)
drainage area (acres)
27.59
DESIGN HIGH WATER
basin volumes: (using 2' contour intervals)
938,1
(-n-Yk STORM M)
elevation (ft) contour area (sf)
volume (cy)
1.3
576.00 5310,7
0
dry storage required (cy) (67*DA)
577,00 14610:7
354.7
583,9
dry storage provided at this. elevation (cy)
3010.7
Ln°t,c�r
578.00 18040.9
958;2Mn
11.0
580.00 20332.2
2378.6
m ° STORAGE
582.00 22714.7
3972.1
24,6
584.00 25206.0
5746.2
1 25yr � 4.0 Q 25yr
�J
83.8
L✓LJ
rrincle spillway
�VMFUT C; EVQ r r ar+T
WE! ' STQPk E RECYXED
available Bead (ft)
1.0
TO 34 tC,"i,/ ACRE)
wetwet skorm
wet storage required (cy) (67*DA)
1848,5
dewatering orifice elevation (ft)
579.3
wet storage provided at this elevation (cy)
1848.5
available volume before cleanout (cy) (34*DA)
938,1
cleanout elevation (ft)
577.9
distance from cleanout to orifice (ft) (> 11)
1.3
dry storage:
baffles:
dry storage required (cy) (67*DA)
1848.5
principle spillway crest (ft)
583,9
dry storage provided at this. elevation (cy)
3010.7
diameter of dewatering orifice (in)
9,0
diameter of fle)ible tubing (in) (orifice+2")
11.0
runoff: UPDATED WITH
THIS PLAN
rn
C (use 0.45 for bare earth)
0.69
to (min) rn
24,6
.
12 r 2,6 Q 2 r
49:5
1 25yr � 4.0 Q 25yr
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83.8
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rrincle spillway
193.4
available Bead (ft)
1.0
diameter riser (in)
48
spillway capacity, Qp (cfs)
40,01
diameter trash rack (in)
72
barrel length (ft)
64
head on barrel through embankment (ft)
9.5
diameter of barrel (in)
24
MIN, 1' Wr $PL( WAY
2' WITHOUT
CREST OF FNERGENCY
SPILLWAY
------------------
RISER CREST
> TE RING
design high water (ft)
585.0
top of darn (ft)
586.0
top width of damn (ft)
MCI
bottom of basin (ft)
576.0
approx, bottom dimensions; 168'x177' (@578 contour)
upstream face .slope:
2:1
downstream face slope:
3:1
baffles:
YES
length of flow, L (ft)
82
effective width, We (ft)
86.79756
L l We (baffles not required if > 2)
Ong
collars.
"YES
depth of water at spillway crest (ft)
7
slope of upstream face (2':1)
2:1
slope of barrel (Sb)
1.56
length of barrel in saturated zone (Ls)
44,8
nurser collars required
2
dimension of collars
4.2'x4:2'
errier_gency spillway: YES
required capacity (5®0p) (cfs) 43.8
bottom width (ft) 75
slope of exast channel (ft/ft) 3.8
rriinimun length of exit channel (ft) 30
crest of spillway (ft) 584
SEDIMENT TRAP 1
SCALE: 1 "=20'
SEDIMENT TRAP 2
SCALE: 1 "=2D'
Sediment Trap 1 design
( 1' l VARieil3_E�
CREST OF STONE WEIR01,1ARu$t,F`GROUND
drainage area (acres) (<3)
2.48
trap volumes:
60' x 20'
elevation (ft) area (sf) volume(cy)
STORAGE
614.00 993
0.0
616.00 1745
100.1
618.00 2611
260.4
619.00 3087
365.8
620.00 4331
502.5
wet storage:
wet storage required (cy) (67*DA)
166.2
bottom of stone weir (ft)
617.0
wet storage provided at this elevation (cy)
172.4
slope of wet storage sides
2:1
dry storage:
CLASS I RJPRAP
dry storage required (cy) (67*DA)
166.2
crest of stone weir
619.0
dry storage provided at this elevation (cy)
193.4
slope of dry storaqe sides
2:1
OR�0944L
( 1' l VARieil3_E�
CREST OF STONE WEIR01,1ARu$t,F`GROUND
bottom of trap elevation (ft)
DRY STORAGEWET
bottom trap dimensions:
60' x 20'
top of dam elevation (ft)
STORAGE
top width of dam (ft)
3
top trap dimensions
{ExCAVA.TED)
CREST OF STONE
WEIRi ?ftIA�E
w
elevation (ft) area (sf)
Fq.TER CL6TH
�3HtGantaL
640.00 1650
6R
0
0
0
ELEV. ee.
.,SEE PLATE 3.13-3
DWY STORAGE
COARSE AGGRECATE�
CLASS I RJPRAP
weir length (ft) (9xDA)
22.3
bottom of trap elevation (ft)
614
bottom trap dimensions:
60' x 20'
top of dam elevation (ft)
620
top width of dam (ft)
3
top trap dimensions
84' x44'
Sediment Trap 2 design
z
z
z
drainage area (acres) (<3)
1.75
` -T-
trap volumes:
trap
CREST OF STONE
WEIRi ?ftIA�E
w
elevation (ft) area (sf)
volume(cy)
ELEVI °
640.00 1650
0.0
0
0
0
642.00 2322
146.4
DWY STORAGE
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643.00 2696
239.2
z
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644.00 3094
346.4
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V MAX,�
0
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wet storage:
wet storage required (cy) (67*DA)
117.3
*SEE PLATE 3:13-1
COARSE AGGREGATE
CLAV$ I-RIPR.AP
bottom of stone weir (ft)
641.7
N,�*•
wet storage provided at this elevation (cy)
121.2
slope of wet storage sides
2:1
weir length (ft) (9xDA)
15,8
dry storage:
bottom of trap elevation (ft)
643
dry storage required (cy) (67*DA)
117.3
bottom trap dimensions:
43' x 38'
crest of stone weir
643.0
top of dam elevation (ft)
644
dry storage provided at this elevation (cy)
118.0
top width of dam (ft)
W
2
slope of dry storage sides
2:1
top trap dimensions
59'x 54'
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