HomeMy WebLinkAboutWPO200800054 Plan - Stormwater Erosion Control Plan 2008-12-31FAULKNER FALLS SU DIVIS101\,_
SUBDIVISION OF TAX MAP 42 PARCELS 70,70E, AND 70F
Faulkner Falls LLC
2050 Red Hill Road
Charlottesville, VA 22903
DEVELOPER
Same as the owner,
LEGAL REFERENCE
Samuel Miller Magisterial District
Tax map -parcels:
04200-00-00-07000
04200-00-00-070EO
04200-00-00-070FO
DB 3481; PG 492
BONING
RA - Rural Area
SHEET INDEX
Sheet
Sheet
Number
T-1,
Cover
i
E-1,
Existing Topography & Demolition Plan
2
R-i,
Reivers Run Plan & Profile
3
R-2,
Reivers Run Details & Sections
4
DP-i,
Channel Drainage Areas & Computations
5
SWM-i,
Stormwater Management Existing Drainage
Areas
6
SWM-2,
Stormwater Management Proposed Drainage
Areas
7
SWM-3,
Stormwater Management Plan & Details -
BMP #i
8
SWM-4,
Stormwater Management Plan & Details -
BMP #2
9
SWM-5,
Stormwater Management Computations
i0
ESC-1,
Erosion & Sediment Control Narrative &
Computations
ii
ESC-2,
Erosion & Sediment Control Plan
12
ESC-3,
Erosion & Sediment Control Details
13
TMP 5b--74D
Dejong, Philip or Ghristine A
1680 Old i3ollord Rd.
.esidence
OLD BALLAI!0 ROAD — — —
ROUTE e; 7i — — -
TMP 42-703I
Nondo, Mohit or Vondo
1651 Old Bollord Rd.
Residence
TMP 42--10E
MocMillon Pace
177 5 ONensvi I le
Vacant
TN
Gontre I I
Millington Gd�6
Owensville
Lake
Albemarle
SITE Owens ille Ad
01 lard Rd
�\t
VICINITY MAP
n. t:. 5.
oif c
APPROVED
by the A1bernar,e t;ounty
Gonx-nunity uev„It. l rent Departrr-
Date
ile _
WATER & SANITARY SERVICES
Private wells and septic fields.
ELECTRIC TELEPHONE h CABLE TV
All service lines for electricity, telephone and cable TV are to
be installed underground. Care is to be taken to assure their
location does not conflict with any other aspects of the
proposed subdivision.
As noted and in accordance with Section 4.15 of the
Albemarle County Zoning Ordinance.
This property is not located within a defined 100 year flood
zone or floodway.
Boundary/Topography
Roudabush, Gale & Associates, Inc.
914 Monticello Road
Charlottesville, VA 22902
(434) 977-0205
BENCHMARK
Assumed elevation of 488.61 at an iron set near the drainfield in lot 2.
TMP 42-630
Howard -Smith, Richard or Suson
1575 ONensfield Dr.
Residence
TMP 42-655
Sweeney„ Thomas or Ann
lbb5 GaNensfield Dr.
Residence
TMP 42-65T
'ormelee, Gordon or Deborah
Ibg5 ONensfield Dr.
\ Residence
TMP 42-65U
etto, Vito or Bevin
r5O ONensf ie Id Dr.
Residence
GENERAL CONSTRUCTION NOTES FOR
STORMWATER MANAGEMENT PLANS
1, All dams and constructed fill to be within 95% of
maximum dry density and 2% of optimum moisture
content. All fill material to be approved by a
geotechnical engineer. A geotechnical engineer
is to be present during construction of dams.
2. Pipe and riser joints are to be watertight within
stormwater management facilities.
3. 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 stabilized, and permission has been
obtained from the County erosion control inspector.
5GALE
"=100'
ALTH op
11c. No. 0145a1
SIGNAL �'�
BRM P. g
PE
CML ENGINEERING, I
GOLF COURSE DESIGN
SITE DESIGN - LAND PLANNING
105 WEST HI6H STREET
GHARLOTTE5VILLE, VA 22g02
TEL: (434) 2g6-3644
AX: (434) 2g6-2041
bpsp @eembargmoiI.com
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4 R-56"-0
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R=25. 00'
A=39. 37'
T.M.P. 42-708
N 00'36'22" W
24.64'
N 14'42'17" W
42.13'
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BRIAN P. WITH
Lic, No. 0145q1
Al
BRM P. SMffH, PE
uML ENGINEERING, INCk.
GOLF COURSE DESIGN
SITE DESIGN - LAND PLANNING
05 hEST H16H STREET
CHARLOTTESVILLE, VA 22ciO2
TEL: (434) 2�6-5644
Ff- A XA:: (4434) 2Lql6-204+11
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103 WEST HIGH STREET
GHARLOTTESVILLE, VA 22gO2
TEL: (434) 2g6-3644
FAX: (434) 2g6-2041
bpspe@ embora�mo i I .com
EJOB ID.
FIncil
-008-00
ad design pro
SHEET
:D
I R-1
1T0rAZ0*TLWFR
1. Prior to any construction within any existing public right-of-way, including connection to any existing road, a permit shall be obtained from the Virginia Department of Transportation (VDOT).
This plan as drawn may not accurately reflect the requirements of the permit.. Where any discrepancies occur the requirements of the permit shall govern.
2. All materials and construction methods shall conform to current specifications and standards of VDOT unless otherwise noted.
3. Erosion and siltation control measures shall be provided in accordance with the approved erosion control plan and shall be installed prior to any clearing, grading or other construction.
4. All slopes and disturbed areas are to be fertilized, seeded and mulched.
5. The maximum allowable slope is 2: 1 (horizontal: vertical) . Where reasonably obtainable, lesser slopes of 3: 1 or better are to be achieved.
6. Paved, rip -rap or stabilization mat lined ditch may be required when in the opinion of the County Engineer, or designee, it is deemed necessary in order to stabilize a drainage channel.
7. All traffic control signs shall conform with the Virginia Manual for Uniform Traffic Control Devices.
8. Unless otherwise noted all concrete pipe shall be reinforced concrete pipe - Class III.
9. All excavation for underground pipe installation must comply with OSHA Standards for the Construction Industry (29 CFR Part 1926)
General Construction Notes for Streets:
I. Construction inspection of all proposed roads within the development will be made by the County. The contractor must notify the Department of Community Development (296-5832) 48hours in advance of the start of construction.
2. Upon completion of fine grading and preparation of the roadbed subgrade, the contractor shall have CBR tests performed on the subgrade soil. Three (3) copies of the test results shall be submitted to the County. If a subgrade soil
CBR of 10 or greater is not obtainable, a revised pavement design shall be made by the design engineer and submitted with the test results for approval.
3. Surface drainage and pipe discharge must be retained within the public right-of-way or within easements prior to acceptance by the County. All drainage outfall easements are to be extended to a boundary line or a natural watercourse.
4. Guardrail locations are approximate. Exact length, location and appropriate end treatments will be field verified at the time of construction. Additional guardrail may be required at locations not shown when, in the opinion of the County
Engineer, or designee, it is deemed necessary. When guardrail is required, it shall be installed four (4) feet offset from the edge of pavement to the face of guardrail, and roadway shoulder widths shall be increased to seven (7) feet.
5. Where urban cross sections are installed, all residential driveway entrances shall conform to VDOT CG-9(A, B or C).
6. Where rural cross sections are installed, all residential driveway entrances shall conform to VDOT standard PE-i.
7. Compliance with the minimum pavement width, shoulder width and ditch sections, as shown on the typical pavement section detail, shall be strictly adhered to.
8. Road plan approval for subdivisions is subject to final subdivision plat validation. Should the final plat for this project expire prior to signing and recordation, -then approval of these plans shall be null and void.
9. All signs or other regulatory devices shall conform with the Virginia Manual for Uniform Traffic Control Devices and the Albemarle County Road Naming and Property Numbering Ordinance and Manual.
10, Traffic control or other regulatory signs or barricades shall be installed by the developer when, in the opinion of the County Engineer, or designee, they are deemed necessary in order to provide safe and convenient access.
ii. The speed limits to be posted on speed limit signs are 5 mph below the design speed, or as determined by VDOT for public roads.
12. VDOT standard CD-i or CD-2 cross -drains under to be installed under the subbase material at all cut and fill transitions and grade sag points as shown on the road profiles.
13. A video camera inspection is required for all storm sewers and culverts that are deemed inaccessible to VDOT or County inspections. The video inspection shall be conducted in accordance with VDOT's video camera
inspection procedure and with a VDOT or County inspector present.
14. All driveway entrances shall be constructed in accordance with VDOT standard PE-1.
PEVSE_D 9/06
ALL ENTRANCE GRADES SHALL START EACK OF THE
J�
SHOULDER LIFE. IF DAITIAGE 3 NECESSARY, THE
DITCH LINE MAY EEE MOVED, EA'J< TO PKVICE
AT _FAST 9'' OF COVER OVER PIPE, AS
Q-�
SHOWT,J AT RIGHT,
+12'OR EXISTING. 'NIDTH WHICHEVER 15 CHEATER;
E EHTRAINCE, GRADES J'RE TC EE SMOOTHLY TIED
THE ROADNAY 3i' ROUNDINC /,S HECESSARY.
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ENTRANCES IN FILL TQ SE SAME AS A30VE
LEWGTHS OF CULVERTS SHOA/N 0H ROAD EXCEPT LOCATION OF CULVERT !WHEN NECESSARY).
PLI4,HS FOR FHTFAI',ICE5 ARE APPROX11I
AND SHALL BE ADJUSTED TO OBTAI�1 AEOVE
ROADWAY W!DTHS.
SPEdFltl"110N.
[,,I D A, FlD PFINATE ENTFANIC-, :7
REFERENCE
TO 2 M72
VIRGINIA DEP,4RTMENT OF TRANSPORTATION
M
41 41 1 41*
*'I' WITH 6UARDRAIL
T. 1/411/FT.-__ 1/411/r-T. I JVPT.
'000go�o 0202020 0 0 0 o2cDj)�
1.25' :GOMPAGTED SUE36RADE
b"-VDOT #21A
A65RE6ATE BASE MATERIAL G.B.R. FIELD TESTS OF
10 OR BETTER
Typlr*,, A
ROAD
TO BE A PUBLIG ROAD 4 DEPIGATED TO PUBLIG Uc_�A
ff-%�
Ru"'AD DESIGN CRITERIA
UP TO 250 VTPP PROJEG I ED
DE511614 SPEEI?=20 MPH
MIN. RAE?IU5=120'
NO 5UPERELEVATION
MAX. 6RAPE=10%
MIN. 55D=125', EYE=35, OE3,JEGT=2.0'
MIN. 15D=200', EYE=55, OBJEGT=35
PAVEMENT V41 DTH =I b'
RIGHT OF WAY NIOTH=50'
MIN. SHOULDER WIDTH IN A FILL WITH 6R=7'
MIN, SHOULDER WIDTH IN A FILL NO 6R=4'
MINIMUM "K": GRE5T=7
MINIMUM "K": 5A6=I7
STREET 51 6N:
STREET 516N:
REIVER5 RUN
ALBEMARLE GOUNTY 5TANIPARD
c1II SI&N
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TRAFFIG 516N5:
STOP 516M
2411 x 24" RI -I
12'-15'from the ecicie of pavement of the Intersection road.
4' from the edge of pavement.
Leave 15" of post above riqn for VDOT route numbers.
7' clearance from bottom of -sign to ground.
POSTS:
211 x 2" x 15'
14 gouge galvanized, -7/16" holes
GuIck punch breakawaq post
In larcler sleeve (50" long) supported in concrete
Attoc,Ti with galvanized bolts
SGALE
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05 AE5T H16H STREET
GHARLOTTESVILLE, VA 22G102
TEL: (434) 2q6-364A
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FAX: (434) 2q6-2041
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BIRLAN R SMITH, PE
MIL ENGINEERING, INC.
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GOLF COURSE DESIGN
SITE DESIGN ® [AND PLANNING
105 WEST H16H STREET
CHARLOTTE5VILLE, VA 22qO2
TEL: (434) 2q6-5644
AX: (454) 2q6-2041
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GHARLOTTE5VILLE, VA 22q02
I EL: (434) 2q6-3644
FAX: (414) 2q6-2041
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Japanese barberry (1) A
FOREBAY NOTE5:
PROfEK11FION111
K, 0?ZGY 1. A gravel drive 5hall be constructed to rovide access for maintenance.
(XIWIRKNER— X
2. A vertical sediment depth marker shall e Installed.
3. Sediment Mall be removed every 3 to 5 yearr, or when 6" has accumulated.
11 o_,,r IMPERVIOUS AREA:
U0 -7 acre5 (pavement)
11 .0
PLAN
I of initial runoff will need
254 rf of volume,
'
t()r, or ME 5LF-PER-10G�RADED MMP A^
Afflk
7(j, 3 "'1 (PIAXII D Required forebay volume
0.1 to 0.25" per impervious area
The basin provide's
........ ... ..... Impervious area=0.0
7 acres
1,456 rf o volume Volume req'd=25 to 63 cf
13
at elevation 45cf.
Volume provided=546 cf
B10FILTERMIXPER
4(90
STATE STANDARP$
BIO-FILTER LANDSGAPIN6 REGUIREMENTS FOREBAY 460 -FILTER 460
x
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1,000 TREES ANE?5HRUBS PER AGRE
(PQAVFA.
(1,000 / 45/560) x 5 x Icy- 2 451-1
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BRIAN P. ISMITH, PE
CIVIL ENGNEERING, INC.
GOLF COURSE DESIGN
SITE DESIGN - LAND PLANNING
105 HE51 H15H 5TIF-EET
CHARLOTTE5VILLE, VA 2201102
T E _1: (4 3 4) 12N 6 - 3 6 4 4
FAIX: (A311) 21" 2041
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7,2
0A 264 0.0800 11.36 306,61 Channel Flow, C TO D
- 0.73'
Area= 27�O sf Perim= 37.0' r 0 0
n= 0-030 Earth, grassed & winding; -101-1 12-1�-141,"D-16-1718192021222324')626272829�'031'�'233)43S3637"8"940 5 6 7 8 9 1011 1213-14 15 'j 6 17 1819 10 2-1 22 2"' 24 26 26 27 28 29 30 3132 r 34 3S 36 37 31,39 40 S 6 7 8 9 -10 1112 1 31 4 1 S 1617 -18 -19 20 2-122 23 24 2S 26 27 28 29 30 3-132 33 34 3S 3637 28 39 40
S 6 7 8 9
19A 844 Totat Time (hours) Time (hours) Time (hours)
07-008.00 SWD-BMP 1 POSTDEType // 24-hr 2-year Rainfall=4. 00" 07-008-00 SWD-BMP I POST-DEV Type // 24-hr 100-year Rainfall=8.50"
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07-008-00 SWD-BMP 1 PRE DE Type // 24-hr 10-year Rahnfafft-6.00" Prepared by Brian P. Smith, PE Printed 5/2/2008 Prepared by Brian P. Smith, PE Printed 5/2/2008 Prepared by Brian P. Smith, PE Printed 5/2/2008
Prepared by Brian P. Smith, PE Printed7 =0 HydroCA008,50 s/nOO5073 @2007 HydroCAD Software Solutions LLC - Hydrop AD68,50 s/nOO5073 02007±droCAD Software Solutions LLC HydroCAC48.50 s/nOO5073 0 2007 HydroCAD Software Solutions LLC
!jydroCAQ08,50 sinOO5073 *2007HydroC,AD Software SolulionsLLC
Summary for Subcatchment IS, SWD Pond I Summary for Pond 2P: SWD Pond I Summary for Pond 2P: SWD Pond I Summary for Pond 2P: SWID Pond I
Runoff a 12.12 hrs, Volurne= O.955 af, Depth= 2.99" Inflow Area = 9,470 ac, 7.18% Impervious, Inflow Depth = 1 .53" for 2-year event Inflow Area 9.470 ac, 7.18% Impervious, Inflow Depth = 3.09" for 10-year event Inflow Area 9.470 ac, 7.18% Impervious, Inflow Depth= 5.26" for 100-year event
Runoff by SCS TR-20 method, UH:=SCS, Time Span= 5.00-30..00 hrs, dt= 0,05 hrs
Type 11 24-hr 10-year Rainfall=6,00" Inflow 14.74 cfs 0 12,16 hrs, Volume= 1.205 of Inflow 30.63 cfs 12.15 hrs, Volume= 2,437 of Inflow 52.12 cfs @ 12.15 hrs, Volume 4.1,47 of
Area (ac) CN Desc tion Outflow 5.70 cf s P, 12.48 hrs, Volume= 1.075 af, Aften= 61%, Lag= 19.0 min Outflow 12.52 hrs, Volume- 2,307 af, Atten= 68%, Lag= 21.8 min Outflow 42-96 cfs @ 12.26 hrs, Volume= 4.017 af, Atten= 18%, Lag= 6.5 min
1 800 71 Meadow, non -grazed, HSG C Primacfs 12.48 hrs, Volume 1.075 of Prima = 9.85 cfs @ 12.52 hrs, Volume= 2.307 of Primary 42.96 cfs @ 12.26 hrs, Volume= 4.017 of
2.030 73 Wood
1830 72 Weighted Average Routing by Stor-Ind method, Time Span= 5.00-40.00 hrs, dt= 0.05 hrs Routing by Star -Ind method, Time Span= 5,00-40.00 hrs, dt= 0.05 hrs Routing b ethod, Time Span= 5,00-40.00 hrs, dt= 0.05 hrs
3.830 Pervious Area Peak Elev= 445.96'@ 12,48 hrs Surf.Area= 8,994 sf Storage= 16,839 cf Peak Elev= 447.98'@ 12.52 hrs Surf.Area= 11,712 sf Storage= 37,765 cf Peak Elev 12,25 hrs Surf,Area= 12,609 sf Storage= 44,816 cf
Tc Length slope velocity capacity Descriplion
Krnin) (feet) ft/ft) (ft/sec)r Plug -Flow detention time= 112.7 min calculated for 1.075 of (89% of inflow) Plug -Flow detention time= 83.5 min calculated for 2.307 of (95% of inflow) Plug -Flow detention time= 61.6 min calculated for 4.017 of (97% of inflow)
16'1 200 0,0450 O.21 Sheet Flow, A TO B
Grass- Dense n= 0,240 P2= 4,00" Center -of -Mass det. time= 57.8 min ( 921.2 - 863.3 Center -of -Mass det, time= 53.2 min ( 896.0 - 842.8 Center -of -Mass det. time"- 42.7 min ( 870A - 8273
2,9 380 0.1000 2.21 Shallow Concentrated Flow, 8 TO C
Short Grass Pasture Kv= 7.0 fps
0A 264 O0800 11 .36 306,61 channel Flow, C TO 0 Volume Invert Avail,Storage Storage Description Volume Invert Avail, Storn ge Storage Description Volume Invert Avail.Storage Storage Description
Area= 27.0 sf Perim= 37.0' r-- 0.73' #1 443,60' 64,524 d Custom Stage Data (Prismatic) Listed below (Recalc) #1 44160' 64,524 cf Custom Stage Data (Prismatic) Listed below (Recalc) #1 443,60' 64,524 of Custom Stage Data (Prismatic) Listed below (Recale)
n= 0,030 Earth, grassed &windigq,
19.4 844 Total Elevation Surf.Area Inc.Store Cum,Store Elevation Suff,Area Inc.Store Cum.Store Elevation Surf,Area Inc.Store Cum.Store
(feet) (sq-ft) cubic -feet) -feet) feed___- -ft) cubic -feet tl� feet aft (cubic -feet) -feet)
_ L_ cubic -feet L (sq (ci (L L (sq (cubic
443.60 740 0 0 443,60 740 0 0 443,60 740 0 0
444.00 61661 1,480 1,480 444.00 6,661 1,480 11480 444.00 6,661 11480 11480
446.00 9,039 15,700 171180 446.00 9$039 15,700 17,180 446,00 9,039 15,700 17,180
4400 11,733 201772 37,952 448.00 11,733 20,772 37,952 448,00 111733 20,772 37,952
450.00 141839 26,572 64,524 450.00 14,839 26,572 64,524 450,00 14,839 261572 64,524
Device Routing., _-Invert Outlet Devices Device RoutiN-, Invert Outlet Devices Device Routing Invert Outlet Devices
#1 Primary 4XW 24.011 x 80.0' long Culvert CPP, square edge headwall, Ke= 0,500 #1 Primary 439: % 24.004 x 80.0' long Culvert CPP, square edge headwall, Ke=0,500 #1 Primary 439,* 24.0" x 80.0' long Culvert CPP, square edge headwall, Ke=0,500
.00 Outlet Invert=438. * S=H125T Cc=0,900 .00 Outlet Invert 4382T .00 Outlet Invert- 438.F
r S=0,0125'/' Cc= 0,900 c S= 0,01257' Cc= 0.900
n= 0.013 CorrugaeeFPE, smooth interior n= 0.013 CorrugaleTPE, smooth interior n= 0.013 Corrugale?PE, smooth interior
#2 Device 1 444.60' 1.76'W x 0.67H Vert, Orifice C= HOO #2 Device 1 444.60' 1.76'W x 0.67'H Vert. Orifice C= HOO #2 Device 1 444.60' 1.75'W x 0.67'H Vert. Orifice C= 0.600
#3 Device 1 448,00' 2.50' x 2.50' Horiz. Grate Limited to weir flow C= 0.600 #3 Device 1 4400' 2.60' x 2.60' Horiz. Grate Limited to weir flow C= 0.600 #3 Device 1 448,00' 2.50'U50'Horiz. Grate Limited to weir flow C= 0.600
#4 Device 1 448,00' 136.0 deg x 20.0' long Sharp -Crested Vee/Trap Weir C=2.48 #4 Device 1 448,00' 136,0 deg x 20.0' long Sharp -Crested Vee/Trap Weir C=2,48 #4 Device 1 448.00' 135.0 deg x 20.0' longSharp-Crested Vee/Trap Weir C=2.48
Primary OutFlow Max=5,69 efs @ 12.48 hrs HW=445,96' (Free Discharge)
t-I=Culvert (Passes 5,69 cfs of 35.35 ds potential flow)
-Orifice (Orifice Controls 5.69 efs @ 435 fps)
-3=Grate ( Controls 0,00 cfs)
-4=Sharp-C rested Vee/Trap Weir (Controls 0.00 efs)
Primary OutFlow Max=9.85 efs @ 12.52 hrs HW=447.98' (Free Discharge)
t-I=Culvert (Passes 9.85 cfs of 41,37 cfs potential flow)
=Orifice (Orifice Controls 9,85 cfs @ 8.40 fps)
-3=Grate ( Controls 0.00 cfs)
-4=S h arp-C rested VeelTrap Weir (Controls 0,00 cfs)
mart' OutFlow Max--42-94 cfs @ 12.26 hrs HW=448.56' (Free Discharge)
1 =Culvert (inlet Controls 42,94 cfs @ 13.67 fps)
=Orifice (Passes< 1034 cfs potential flow)
-3=Grate (Passes < 13.65 cfs potential flow)
-4=Sharp -Crested Vee/Trap Weir (Passes < 27.27 cfs potential flow)
(S)
>
4- C b
L
x
I, T H
0
Q
BRIAN P. SMIV
1 ic_ No, 01,45ql
'V
01NIAL
BRIAN P. SMITH, PE
CIVIL ENGINEERING, INC.
,GOLF COURSE DESIGN
SITE DESIGN - LAND PLANNING
105 NES3 H I 0-r'71 5TREET
0HARL-0- TIE-5VILI-F, VA 22qO2
1 TEL: (434) 2q6-3644
�IFAX. (1`14� 2q" 2041
00 �A('K�,' �ilo'2_To - _ZU'f Irl"
A. i\/fiijimutzt Standards:
Minimum Standards 4(1):
Permanent or temporary soil stabilization must be applied to denuded areas within 7 days
after final grade is reached on ally portion. of the site. Temporary soil stabilization shall be
applied within 7 days to denuded areas which may not be at final grade but will remain
dor nant (undisturbed) for longer than 30 days. Pernanent stabilizatiozi shall be applied to
areas that are to be left dormant for :more than one year.
Soil stabilization refers to measures which protect soil from the erosive forces of raindrop
impact and i'low�nt water. Applicable radices include vegetative establishment, nitticlltng;
p g Pp p �
soil stabilization blankets and tlne early application of gravel base on areas to be paved.. Soil
stabilization measures should be selected to be appropriate for the time of year; site
conditions and estimated duration of use.
Minimum Standards 4(2):
During construction of the project, soil stock piles shall be stabilized or protected} with
sediment trapping measures. The applicant is .re sponsible for the temporary protection and
permanent stabilization of all soil stockpiles on site as well as soil intentionally transported
from the project area.
Minimum Standards 4(3 ):
A permanent vegetative
ive cover shall be established on denud
ed areas not otherwise
e
permanently stabilized. Permanent vegetation shall not be considered established until a
ground cover is achieved that, in the opinion of the local program administrator or Iris
designated agent, is uniform, mature enough to survive andwill. inhibit erosion.
Minimum Standards 4(4):
Sediment basins and traps, perimeter dikes, Sediment barriers and other measures intended.to
trap sediment shall be constructed as a first step in any land disturbing activity and shall be.
made functional before tip slope land disturbance takes place.
Minimum Standards 4(5):
1 dams, dikes and
en structures such as den ,
Stabilization measures shall be applied to earthen ,
diversions immediately after installation,
Minimum Standards 4(6):
Sediment traps and sediment basins slnall,be designed and constructed based upon the total
drainage area to be served by the trap or basin.
a. The minimum storage capacity of a sediment trap sliall be 1.34.cubic yards per acre of
drainage area and the trap shalt only control drainage areas less than three acres.
SOIL EROSION CONTROL 02020 2
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broad coinvcx ridge tops. Generally, the surface layer is brown and strong brown loam about
7 inches thick. The subsoil is mostly red clay and clay about 51 inches thick. It has, a
moderate permeability rate and the erodibility factor (K) of 0,20. The hydrological group is
B.
3.6C — Hayesville loam, 7-151% slopes. This soil is.deep, well drained arid.strongly sloping.
It is on narrow convex ridge tops and side slopes. Generally, the surface layer is brown and
strong brown loam about 7 inches thick. The subsoil is mostly red clay and clay about 51
inches thick. It has a moderate permeability rate and the erodibility factor (K) of 0.20. The
hydrological group is B.
6. Critical areas:
There are not any critical areas on this project, However, care should be taken on adaily
basis to maintain the erosion control structures throughout the site to prevent silt from
leaving the construction area.
7. Erosion and sediment control measures:
Measures on tho accompanying drawings are to be installed in accordance with. the
specifications and standards of the "Virginia Erosion and Sedimentation Control
Handbook", Third Edition, 1992. The measures named below should be installed in
accordance with this handbook as noted below.
a, All E & S Control measures for each drainage area shall be installed according to the
attached plans and approved by the inspector from Albemarle County prior to any
clearing and grading.
b. Begin clearing and grading.
c. apply permanent seeding (PS), temporary seeding (TS), and mulch (MU) to all denuded
areas as indicated on the plans.
d. Apply dust control (DC) measures as needed..
e. Apply construction road stabilization (CRS) as soon as possible.
ei;
will be 1 ved
' are to remain ill place,andno
f. All temporary sediment control stltiu~ttrles r l p
only when a satisfactory stand of permanent grass is present.
STRUCTURAL METHODS
CE = CONSTRUCTION ENTRANCE
A temporary construction entrance, Ni,ithout awash rack; shall be installed where the access
are intersects with the state road.
CD = CHECK DAM
Several rock check dams will be installed iupslope ofthe sediment traps and/or basins to
reduce velocity of concentrated flows which will help to increase the effectiveness of the
sediment traps anWor basins.
CIP= CULVERT INLET PROTECTION
Culvert inlet protection shall be installed where culverts are to be made operational) prior to
Son, EROSION CONTROL 02020 - 6
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b. Surface runoff from disturbed areas that is comprised of flowforn-i drainage areas
greater than or equal to three acres shall be controlled by a sediment basin. 'the
s
.e of
cubic aids per acre
minimum storage capacity of a sediment basin ,hall be 13�1 c y p
drainage area. The outfall system shall, at aminimum, maintain the structural
integrity of the basin during a twenty-five year storm of24-hour duration. Runoff
coefficients used in runoff calculations shall correspond to a bare earth, condition or
those conditions expected to exist while the sediment basin. is utilized.
Minimum Standards d(7):
Cut and fill slopes shall be designed and constructed in a manner that will minimize erosion.
.. '
:Slopes that are found. to be erodingg excessively within, one year of permanent stabilization
shall be provided with additional slope stabilizing measures until the problem is corrected.
Minirnurn Standards 4
Concentrated runoff shall not flow down cut or fill slopes unless contained within an
adequate temporary ofpermanent channel, flume or slope drain stmeture.
Minimum Standards 4(9):
Whenever water- seeps from a slope face, adequate drainage or other protection shall be
provided.
Miniriiunn Standards 4(1C1)`.
All storm sewer inlets that are made operable during construction shall be protected so that.
'ate, cannot enter the conveyance system Without first being filtered or
sediment-ladendti r y yst ztho t g
otherwise treated to remove sediment..
Minimum Standards 4(11):
Before newly constructed stornlwater- conveyance channels or pipes are made operational,
'
required temporary . adequate outlet protectYon and any req red Ylnparar-; of permanent channel lining shall be
m bOtli file conveyance charmer alldreGer[ receiving Chi installed y 5 channel.
Minimum Standards 4(12):
When work in a live watercourse is perfortned, precautions shall be taken to minimize
1 sediment transport. and stabilize r: area to the e encroachment, control se hnne t e work e greatest extent
p �
possible daring construction. Nonerodible material shall be used for the construction of
causeways and cofferdams. Earthen fill may be used for these structures if armored by
noiterodible cover materials.
SOIL EROIION CONTROL
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permanent stabilization of the disturbed drainage area
02020 - 3
CRS= CONSTRUCTION ROAD STABILIZATION
ration
c stone,on-site vehicle transportation Construction road stabilization, �r :_,tall be recoil alarn
placed g p
routes immediately after grading to minimize erosion during wetweather.
DC = DUST CONTROL.
A variety of dust control methods can be chosen to reduce surface and air movement of dust
during land disturbing, demolition, and construction activities. Sorne of the more conlrnon
e i
methods are watersprinkling, spray -on adhesives, vegetative cover, mulch stone, o
g ,
calcium chloride.
DD DIVERSION DIKE
A system oftem temporary diversion dykes, to direct flow into :sedimenttraps, will be installed
y p r"5 Y
below major- graded areas as indicated on the plan.
FD = FILL DIVERSION
c ect kce stozlnl. afar awe
' diversion shall. b installed as indicated on true plans � rot t v
Fille p t p p
from exposed slopes.
IP = INLET PROTECTION
All storm sewer inlets shall be protected during construction. Sedirnent4aden welter shall be
filtered before entering the storm sewer inlets.
OP = OUTLET PROTECTION
Riprap is to be placed at the outlet of all pipes as indicated on the plaits.
SAF= SAFETY FENCE
protective barrier .installed to prevent access to an erosion control. measure.
SF = SILT FENCE.
Silt fence sediment barriers will be installed down slope of areas with minimal grades to
filter sediment- laden runoff from slicer flow as indicated on the plans. ST - SILT TRAP
A temporary ponding area. formed by constructing an earthen embankment with a stone
outlet.
TSD= TENIPORARY SLOPE DRAIN
Temporary slope drains ,)7111 be installed to protect the fill slopes from rill and golly erosion.
VEGETATIVE METHODS`:
PS = PERMANENT SEEDING
All areas disturbed by construction shall be stabilized with permanent seeding or a
vegetative cover immediately following finished grading.
TO = TOPSOILNG
SOIL EROSION CONTROL 02020 -..7
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Minimum Standards 4(13):
When a live watercourse must be crossed by construction vehicles more than twice in any
six -mouth period; a temporary vehicular streann crossing constructed of nonerodible material
shall be provided.
Mininium Standards 4(1.4)`.
All applicable federal, state and local regulations pertaining to working in of crossing live
watercourses shall be met.
Minimum Standards 4(15):
The' bed and banks of a watercourse shall be stabilized immediately after work in the
watercourse is completed.
Minimum Standards 4(16):
Underground utility lines shall be, installed in accordance with the following standards in
addition to other applicable criteria:
a. No more than 500 linear feet of trench may be opened at one time.
b" Excavated material shall be placed on the uphill side of trenches.
C. Effluent from dewatering operations shall be filtered or passed through in approved
U -�
•' naaizler that claw not adversely
sediment trapping device; or bath, and discharged in a r o y
affect flowing streams or off -site property.
a be properly con acted in order to
d. Material used for l acicfillin trenches sit 11 }
g p p P-
.z
minimize erosion and- promote stabilization.
e. Re -stabilization shall be accomplished in accordance with these regulations.
p
f. Applicable safety regulations shall be complied with.
Minimum Standards 4(1
Where construction vehicle access rotates intersect aced public roads, provisions shall. be
P P p
onto the paved surface.
made to minimize the transport of sediment by vehicular tracking n p e rf
Where sediment is transported onto a public road surface, the road shall be cleaned
thoroughly at the end of each day. Sediment shall be removed from the roads by shoveling or
sweeping and transported to a sediment control disposal area. Street washing shall be
'IbisprovisionDial a to
e, �. nnen is removed in this manner. 1 s 1 1
allowed only after sediment t oapply
7.
individual subdivision lots as well as to larger land- disturbing activities.
Minimum Standards 4(1
1.
s 1na11 be removed within 30 days'after
• ent control measure .
erosion enci sedan ��11 temporary
final site stabilization or after the temporary measures are no longer heeded, unless otherwise
authorized by the local program administrator. Trapped sediment and the disturbed soil areas
resulting from the disposition of temporary measures shall be permanently stabilized to
prevent further erosion and sedimentation.
SOIL EROSION CONTROL 02020 - 4
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)
Topsoil will be stripped from areas to be graded and stockpiled for later use. Stock -pile
P pp � p
locations shall be located off -site and area to be stabilized with temporary vegetation.
T5 = TEMPORARY SEEDING
All denuded areas which will be let dormant for extended periods of time shall be seeded
with fast germinating temporary vegetation immediately following grading. Selection of true
seed, mixture will depend on the time of the year it is applied.
MU = MULCH EROSION CONTROL BLANKETS.
g MulchuMulchor erasion control blankets will be installedoverfill slopes which Have been brought
to final grade and have been seeded to protect the slopes from rill and gully erosion and to
allow seed to gemninate properly.
S. Permanent and tempottM stabilization:
Permanent: full areas disturbed by construction shall be stabilized with permanent seeding
or a vegetative cover immediately following finished grading. Generally, if the soil is too
red it should be replaced with good brown topsoil. Lame shall be applied at a rate of 2 tons.
per acre of pulverized agricultural grade limestone (90 lbs. /1,000 ft`) depending on the soil
PIS. In. addition, 10-20-10 fertilizer shall be applied at a rate of 1,000 tbs.,/acre (23-lbs./1,000
ft,). Bath the lime and fertilizer shall be uniformly incorporated into the top 4 to 6'niches of
loose soil and worked in by hand with a. steel rake. Grass seed shall be uniformly planted
with lea" to lF " soil cover. The grass seed for the shoulders should be different than on the
steep slopes. lin either case the seed should be certified and indicated on the tag that it has
been tested within the pastl2 months.
Follow the seeding specifications (types and rates) as indicated, for a contractors mix
(sunny locations) from Southern States.
If a hydra -seeder is to be used, the seed shall not be left in the tank for more than 30
minutes. Airy longer may damage the seed and result in it poor germination production.
n a type f mulch i i accordancewith
The.. seed shall be covered with am appropriate amount end y=p o t
section 3.35 of the handbook. Stra"vv or hay mulch shall be applied at a rate of 1. D to 2 toils
per acre. Please refer to the handbook for proper application rates if other types of mulches
are used. A final sealant tact: coat shallbe sprayed over the mulch to deter dispersion. In all
seeding operations, seed, fertilizer and lime will be applied prior to mulching. Permanent
vegetation shall not be considered established until a ground cover is achieved that, in the
opinion of the locai progrant administrator or his designated agent, is uniform, mature
eriougli to survive and will inhibit erosion.
Straw mulching is probably the best way to protect the soil and contain moisture within
the seedbed on fairly level areas. To stabilize the straw on the slopes or in open areas that.
may blow use mute mesh or matting.
Tom 1�orary: Temporary seeding shall be applied to reduce erosion and sedunentation by
stabilizing disturbed areas that will not be brought to final grade fora period of more than
30 days. ':Chose areas may include denuded areas, soil stockpiles, dikes, dams, and sides of
sediment basins and temporary road banks. A permanent vegetative cover shall be applied
SOIL. EROSION CONTROL 02020 - Fi
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Minimum Standards 4(19):
Properties and waterways downstream from development sites shall be protected from
sediment deposition, erosion and damage due to increases in volume velocity and peak flow
p bge , y
rate of storinwater runoff for the stated frequency storm of24-hour duration in accordance
with the standards and criteria, outlined in the regulations.
B. Narrative,-
1. Project description'
This project involves the construction of ai now public road to serve eight 8 lots on the
p J p �.O
west side of Oi wensville Road Route 676 in Ivy, Virginia. A roximatelv2.5 acres will be
disturbed.
2. Existing site conditions:
The site conditions are well established field grass and a variety of deciduous aticl evergreen
trees on .gently rolling terrain. The project has two relatively small drainage areas that
gently slope to the west.
3. Addiacent areas:
The. E & S" manual requests this section to describe adjacent area,; which might be affected.
bythis land disturbance project. The state road, Owensville Road(Route 676 is located
directly to the east. It is uphill of the site. However, this is also the location of the
e o keep leaving t entrance. Therefore sure should Ue taken t the vehicles 1 a� In the site
construction entr p g
.clean of sedirnernt. Woods, and a stream that .feeds the reservoir; are loi:ated to the west.
uphill of the construction. The vacant
couple: of'r`sideinces are to the north. Tltey ai.e t p ion n
property to the south, T NIP 42-70E, is owned by the developer and is also uphill of the
construction..
4. Of -site areas:
The plan does not address %the need to Haul in material from in off site location or to. hard it.
away. Irand when.4 borrow or waste site is necessary it must be one that has art approved
soil erosion control. plan for that jurisdiction.
In no case shall the contractor haul material to or from .in off site area that does not
already have a soil erosion control plan approved by the Local Program. Administrator,
5" Soil description:
Tie site is described to have Havesville loam 36B & [ . Additional itfortnatioYofth se
soils call be found below and in the "Soil Survey of Albemarle County, Virginia" published
bythe USDA- Soil Conservation Service.
36B - Ilayesville loam., 2-7% slopes. This soil is deep and well drained. It is on narrow to
SOIL, EROSION CONTROL 02020 - 5
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).
o • reas that will be left dormant for a period of more than 1 ear. Seedbeds s i
t o p y hall l e
re aged and quality seed shall be used. The soil to be seeded. shall be loosened b
property p P q � y
discing, raking or harrowing, It shall not be compacted, crusted or hard.
If the area to be seeded will be left undisturbed for more than I year follow the directions
above for establishing permannent vegetation.
9. Storm Water Considerations:
Stormwater runoff will increase on -site: It will be collected and handled in a variety of
ways. SWD basins, above and below ground, have been designed to detain this runoff' and
release it at pre -development rates..
10, Maintenance and Inspections:
In, general, all erosion and sediment control measures will be checked weekly and after
every rainfall. 'Die following items will be checked in particular:
a. The sediment traps will be checked regularly for sediment cleanout. As a minimum, the
traps'shall,be cleaned out when they a half frill of'sediment.
The gravel outlets will be checked. regularly for sediment builds that
b. gr regularly buildup Alt will prevent
drainage. If the gravel is clogged b y sediment it shall be removed and cleaned or
�g
replaced.
c, The seeded areas will be checked regularly to ensure that a good stand is maintained..
Areas should be fertilized and reseeded as needed.
SOIL EROSION` CONTROL
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_ g y p g p (—_E
02020 - 9
5GAL E
`~' BRIAN P. 5MITH
41
0.iy �k L
SMITH,
PE
CIVIL ,INC.
GOLF COURSE DESIGN
SITE DESIGN - LAND PLANNING
105 V,ES-T r11 }-i 5TRI EET
VA 22gO2
TES. (434) 2q6-3044
�,oFX: (-1.5-4) 2�i��-2�41
15/"J6I�rnr arCrn 11.G,01Y1
1�
,
t' j,,,
Q
Q p %
3EGIN EG-2 LINING
�m
0995111111
1 ,
LOT 8
LOT 7
2.42 7 acres 2.0-7 acres
EX 15TI NG DRI VENAY TEMPORARY SED I MEN7 TRAP TO BE
TO BE REMOVED GONVERTED TO A PERMANENT B10-FILTER
l-�Imoervious area=3.205 50 FT (0.0 i3J57 acres)
,! K
LOT 6
I
3.105 acres mop
,o y
S
+va,
WON-, INV IN=45cl.00
" -�•INV i :fit
NITH END SECTION
� , s � � �. � �� •ate.- ,;,. r -
ru
1REM
M� +
s
Man INLT�=
f—EMERGENCY
�SPILLI�IAY
/M
'' -' - RS
1 Ir 0__MIN. ,�.- -- - - _ -
V
DD DV
STA 0-i`35 RIGHTTS
BEGIN �G-2
- _
G _ --
LIN N - - -
TOfi�501 L
5TOGKPI
a
r.
GF RING IG
_
MB
—
H ifESVILLE LOAM
/
\ 5TA 9)+00 RIGHT j
' - 796':SL�PE
_ _
-
- r� BEG I N EG--3 ,
� -�
f ,c� cal, �
�G d � public,
u 516N:
-._ _
--- - _
lNING �' �
�
DANGER
OUICGK5AND
-
HAYESVILLE L A -
KEEP OUT
,501LS DELINEATION LINE—
`I SLOPE -
DOT - -
LET
LET
L T 4
2.0 acr;:s
2.00o acres
2.000 acres
2.002 acres
TOP OF DAM=450.00
' l^%IDF
RISER
EMERGENGY 5PILL�IAY
TO P=448.®a
ELEVATION=44b.00
5FF SHEET b
T' DRAINAGE TUBE ELEV.=445.8
.,
DRY 5TORAC7E
A4
GORE YAALL
5" DEWATERING ORIFICE INVERT=445.4
NET STORAGE �--
SEDIMENT GLEANOUT ELEVATION= 44 1.-1
Invert out---
43&0®
--
GUTOFF TRENGH .
INVERT IN=4;3'�.00
&0'-24" HOPE PIPE
AT 1.25% SLOPE
_TA
NON01 Uri
SEDIMENT TRAP #I :
DRAINAGE AREA=I.OS AGREE
CGUiRED iNET STORAGE VOLUME=2,15a GF
NET STORAGE D I MEN51 ON5: 5EG2UENGE OF CONSTRUCTION
E30TTOM: HIDTH=10', LEN6TH=40'
TOE. WIDTH=22', LENGTH=52° (Other scenarios will be considered)
DEPTH=S.O' Phase I - silt basin (55) and sediment trap (5T)
VOLUME PROVIDED=2,31(o GF
EGUIRED DRY STORAGE VOLUME=2,18q GF I. Install the construction entrance (GE) and adjust to grade as necessary.
Y STORAGE DIMFN5ION5: 2. Install silt fence (5F) as noted.
BOTTOM- NIDTH=22', LEN6TH=52' 5. Glear respective areas.
TOP. H1DTH=50', LEN67TH=60' 4. stockpile topsail 4 apply temporary seeding (T5).
DEPTH=2.0' 5. Grade and install structures.
VOLUME PROVIDED=2,744 GF b. Apply permanent seeding (P5) to structures,
OUTLET LENGTH=b'
H 0 = 2.0' Phase 2 - Roadway
H = 3.0' i. Install diversions (DD and DV).
N = 25 S. Glear trees, strip and stockpile topsail along the roadway,
DR'' STORAGE - L = q, Apply temporary seeding (T) to stockpile.
+ A 2 10. Perform cut andd f i l l operation,
V - 2 x D = W x L 11. Adjust the elevation of the cross diversion dike (DD) to the slit trap
a 2 '00� — as the fill increases.
\ % �\1 = W x L D2 2'00oo°DoO D o0 0 0 0 0 Ho +� 12. Snags) or, soon asect wpossible ith stoneafterr final permanent
raade i5eacdhieved. channel
13. After County ins actions and approval -to proceed; convert the silt
WET STORAGE OR 2,\ basin (sB) and to sediment trap (ST) to blo-filters/stormwater detentlion pond.
EXGAVATED STORAGE
A+ Al A W x L_ #;3 STONE GLASS I RIPRAP
VI = 2 -- x DI THE GONTRAGTOR SHALL GONTAGT THE iNATER
50URGE5 IN5PEGTOR 24 HOURS PRIOR TO
TYPICAL SEDIMENT TIMP II NSPEG ION AND APPROVAL OFD REQUESTUNDER-
DRAINAN
INSTALLATION AND THE SOIL MIX.
THE GONTRAGTOR SHALL INS T ALL AND MAINTAIN A SAFET-' FENGE
AROUND EAGH SILT TRAP WITH EXGAVATED STORAGE UNTIL SUGH
TIME THE TRAP I S REMOVED FROM SERV I GE
IL EROSION & SEDIMENT G L SYMBOLS
GD =
GHFGK DAM
GE =
GON5TRUGTION ENTRANGE
GIP=
GULVERT INLET PROTEGTION
CRS=
GON5TRUGTION ROAD 5TABILIZATION
DG =
DUST GONTROL
DD =
DIVERSION DIKE
DV =
DIVERSION
FD =
FILL DIVERSION
I P =
INLET PROTEGTION
Ls =
LEVEL SPREADER
MU =
MULGH
OP =
OUTLET PROTEGTION
P5 =
PERMANENT SEEDING
5AF=
SAFETY FENGE
SB =
SILT BASiN
5F =
SILT FENGE
50 =
5ODD I NG
5T =
SILT TRAP
TO =
TOP501 L I NG
TP =
TREE PROTEGTION
TS =
TEMPORARY SEEDING
T5D=
TEMPORARY SLOPE DRAIN
VEG= VEC7ETATIVE GROUND GOVER
The, existing vegetation at the site 15 gross and iNood5.
The, earthkork quantltle5 have not been calculated.
4® a S i
4 a ,z
5r.8 0 rJ
SAF
0
FINAL GRADING ORANGE PLASTIC FENCING
TEMPORARY EROSION GONTROL BAFFLE
TEMPORARY GRADING TOP=445.14, LENGTH=100' IN.
Lu" T
5
2.0'7cl acres
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AIKAWHO
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SGALF
Lic. No. 0145G1
0 4�
I01VAL
BRIAN P.
SMITHJE
L ENGINEERING,
GOLF COURSE DESIGN
SITE DESIGN - LAND PLANNING
105 WEST HIGH STREET
GHARLOTTESVILLE, VA 22GiO2
TEL: (434) 2q6-3644
FAX: (434) 2q6-2041
bp5pe� embc�rc�mo i I .com
VDOT #1, #2 OR #3
GOAR5E Ar_56REOATE
IN rvALVANIZED NIRE
ME5H BA5KET
5EOURE 111RE TO 6ROUND-\
KITH V41RE 5TAPLE5
FILTER GLOTH-----
-7.00'MIN,
UND I STURBED-�-5.00'-�
50�L_
ROCK CHECK LAM
FIL
(01
VDOT #1
COARSE AGGREGATE
FLOW
I
-6" x b" FT TIMBER
10' LON&, 5ET LE\/EL
ELE\/=436.00
5EGURE YiITH #5 REB)AR
6.cc )
(DOWNSTREAM VIEW)
z
Y -ELEV=43b.00
T
3'
Affl��Zl
OUT=435.00
OUTLET PROTECTION
LEVEL SPREADER WITH RIGID LIP
The computed 10-year 5torm discharge, is cl.55 cfs. From the E 4 S handbook
(Table, 5.21-A) u5e, a rigid lip level ry eader k4ith a depth of 05, a v4lclth of 6',
and a Plerngth of 10'.
SPO" CWV�5.TRUCTION ENTRANcA
,I
FILTER CLOTH
SECTION A —A
PIPE OUTLET CONDITION'S
A A
MMKOMM,
'1PE OUTLET TO FLAT
,REA WITH NO DEFINED
,HANNEL
J-
d
-I-
FILTER CLOTH KEY IN 64-9'; RECOMMENDED FOR ENTIRE PERIMETER
ado (MIN.)
'JPE OV111,' TO WELL
IEFINED CHANNEL
J_
d
SECTION A -A 7-
FILTER CLOTH KEY IN RECOMMENDED FOR ENTIRE PERIMETER
NOTE& 1, APRON LINING MAY 13E RI RAP, GROUTED RI RAP, GABION
BASKET, OR CONCRETE.
2. La IS THE LENGTH OF THE RIPRAP APRON AS CALCULATED
USING PLATES 3.18-3 AND 3.18-4,
3d = 1.5 TIMES THE MAXIMUM ONE DIAMETER, BUT NOT
LESS THAN 6 INCHES,
CONSTRUCTION OF A SILT FENCE
(WITHOUT WIRE SUPPORT)
I SET THE S'AXE S. 21 EXCAVATE A 4" X 4�' TRENCH
UPSLOPE ALONG THE LINE OF
STAKES.
6'MA)
FLOW
Outlet Protection Design Table
Apron assumed to be on level ground
Outlet Hvdraulics Apron
Name Diameter Q2, 2- r TW2, 2-yr tailwater depth V2, 2-yr velocity, Upstream width La, Length of Apron Downstream width VQQT ril2:rap size Remarks
R (cf S) (ft) (fps) (ft) (ft) (ft)
Basin #1 N 5.7 0.0 6.5 6.0 10.0 12.0 Class I
4. BACKFILL AND COMPACT
THE EXCAVATED $OIL.
FLOW
HEET FLOW INSTALLATION
(PERSPECTIVE VIEW)
POINTS A SHOULD BE HIGHER THAN POINT B,
DRAINAGEWAY INSTALLATION
(FRONT ELEVATION)
4"
BRIAN F. 5MITH
Lir-, No. 0145ql
4i
(-t01VAL
BRIAN P. SIVIV, PE
ENGIR6
CML NEERING, 1 INC.
GOLF COURSE DESIGN
SITE DESIGN - LAND PLANNING
05 hE5T 461 STREET
CHARLOTTESVILLE, VA 22c102
TEL: (434) 2� 6-5644
FAX (4134) 2qrg-2041
T �ombo2r�qmo i ioc�cm�