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BLOCK 3 PHASE A SITE PLAN
0WIVE,",11DEVELOPER.
MARCH MOUNTAIN PROPERTIES, L.L.0 ENGINEER. COLLINS' ENGINEERING
80o E, JEFFERSON STREET 800 E. �JEFFERSON STREET
CHARLOTTESVILLE, VA 22902 CHARLO;77ESVILLE, VA 22902
TELEPHONE. ('434)245-0100 TELEPHONE: (434)293-3719
FAX. (434)245-0300 FAX. (,434)245-0300
CONTACT- MR. GAYLON BEIGHTS CONTACT MR. SCOTT COLLINS, P.E.
EMAIL: scott@collins-engineering.com
PRE -APPLICATION
�"ONF
ERENCE,
ELOPMENT OF POOL WITHIN BLOCK 2. THIS
NOVEMBER 5, 2007 (DISCUSSED DEV
TH
CURRENT PLAN SHOWS THE POOL WITHIN BLOCK 3, WHICH IS JUST (NORTHWEST OF
BLOCK 2. BOTH BLOCKS ARE WITHIN THE SAME CT DISTRICT AND SUBJECT TO THE
SAME ZONING REGULATIONS PER THE APPROVED CODE OF DEVELOPAWENT)
TAX MAP NO.:
05,5E-01-00-OOOAI
AREA:
6.8 AC. (ENTIRE BLOCK 3)
J. 3 AC (PHASE A)
ZONIAIG:
NEIGHBORHOOD MODEL DISTRICT
APPROVED W17H PROFFERS 9-14-05
BY ALBEMARLE COUNTY BOARD OF SUPERVISORS
NOTE: COPY OF PROFFERS PROVIDED SEPARA`EL Y
USE.
MIXED USE (COMMERCIAL, MULTI -FAMILY)
UNI T.S.
NONE PROPOSED IN PHASE A - 54 UNITS PROPOSED (9 TO BE AFF 'ORDA&IF) IN LATER
PHASE
DENSITY-
N/A.
NON-RESIDENTIAL:
RECREATIONAL BUILDINGS ASSOCIATED WITH THE POOL: 4000 SQ. FT
POOL WA TER SURFACE AREA: 8445 SO FT
EMPLOYEES-
50 EMPLOYEES (MAX)
4
BUILD&G HEIGHTS.
A4Ax1mUM BUILDING HEIGHTS SHALL NOT EXCEED 4 STORIES
suBDivl;:�10Aj STREFTs.-
CURB & GUT7T---R
DRAINAGE D1.STT,"1CT.-
L106INCHOLE DRAINAGE BASIN (LICKINGHOLE CRELK 155 RECEIVING WATERS FOR PROJECT)
WA TERSHED.
S. R/ VA NNA RESERVOIR
TOPO & SURVEY
TOPOGRAPHY PROVIDED BY LICENSED LAND SURVEYOR JENNINGS STE-PHENSON, PC IN AUGUST,
2006.
EX� STING VEGETATION.
ROLLING GRASS FIELD WITH NO EXISTING TREES.
LIGHTING.
ALL OUTDOOR LUA41NAIRES SHALL EMIT LESS THAN 3,000 MAXIMUM ,LUMENS.
NO STREET LIGHTS SHALL BE PROVIDED.
PARKING.
PARKING LOTS SHALL BE SHARED AMONG ALL USES AND LOCATED WITHIN A COMMON ACCESS
EASEMENT ON -STREET PARKING SHALL BE PROVIDED BETWEEN 7H(E BUkP OUT AREAS AS
SHOWN ON THE FLANS, AT THE TIME THE REMAINDER OF THE BLOCK IS DEVELOPED, A
SHARED PARKING REQUEST MAY BE SUBMITTED FOR VARIOUS USERS OF PUBLIC PARKING
AREAS.
PHASING.
THE SWIMMING POOL, ROADS AND ASSOCIATED PARKING LOT SHALL BE CONST?UCTED FIRST
AS PART OF PHASE A. THE REMAINDER OF THE BLOCK WILL BE DIEVELOPED IN ACCORDANCE
WITH THE APPROVED PRELIMINARY SITE PLAN FOR BLOCK J, AS PAnT OF A LATER PHASE.
THIS SITE PLAN AMENDS THE DOWNSTREAM DRAINAGE
—2007-00144)11
OF THE APPROVED BLOCK 1 SITE PLAN (SDP
TABLE 2
RejAsion Index
Rev.
Date-
Description of Revision (0 listed)
Sheets Reviselisted)all
0
2/22/08
_changes
initial submittal
1
4/18/08
Revisions per County comments
all
I
ALBEMARLE COUNTY I I VIRGINIA
I J
W W vw& P E
CURRENT OWNER'DEVELU
A
A
COLLINS ENGINIERING
NO EAST JEFFERS(N STREET
C'"HARLOTTESVILLE,VA 22902
434.293-37t9
APPROVED
Affiefnzirle Courity
Uf- 4011" ,flf I ibPevelopi iez. rit Deep irtrrje rit
Sheet
List Table
Sfheet Number
Sheet Title
T-1
COVER
T-2
OLD TRAIL VILLAGE ZONING REQUIREMENTS
E-1
EXISTING CONDITIONS
S-1
SITE PLAN
S-2
GRADING AND UTILITY PLAN
S-3
SITE PLAN DETAILS
S-4
SITE PLAN DETAILS
R-1
ROAD PROFILES
DP-1
DRAINAGE AREAS
DP-2
PROFILES
DP-3
PROFILES
DP-4
DRAINAGE CALCULATIONS
SwM-1 ry
EXISTING
& PROPOSED STORMWATER MANAGEMENT-
SWM-2
_EXISTING
& PROPOSED STORMWATER MANAGEMENT
SWM-3
EXISTING
& PROPOSED STORMWATER MANAGEMENT
SWM-4
STORMWATER MANAGEMENT CALCULATIONS
ESC-1
E&S
NARRATIVE AND COMPUTATIONS
ESC-Lo
ESC-3
E&S PHASE I
E&S PHASE II
Ek--4—
E&S
PLAN DETAILS & CALCULATIONS
LL-1
LL-2
LANDSCAPING PLAN
LANDSCAPING DETAILS
a0_ADS
— — — — — — — - I
— — — — ——
EXISTING CULVI-WT
... . ...
EARTH DITCH
ML VER r
DRI VEWA 3' CUL VER T
DJROP INLET & STRUCTURE NO.
BENCH MARK
CURB
CURB & GU T7ER
CLEARING LIMITS
PP?OPOSED PA VEMEN T
VDOT STANDARD STOP SIGN
EC-JA DITCH
-------- 200 --------
EXISTING CONTOUR
DEPTH OFEC-JA DITCH
-<?�---
PROPOSED CONTOUR
EC,-2 DITCH
240.55
PROPOSED SPOT ELEVATION
1_�'
TBC DENOTES TOP/BACK OF CURB
DEPTH OF EC-2 DITCH
T18 DENOTES TOP OF BOX
* IM11 I'll I'll 1111 1 D I
I certify that these final plans meet the requirements of the Albemarle County Zoning Ordinance,
the Water Protection Ordlinance, the Subdivision Ordinance, and the Design Standards Manual,
and are prepared in accoirdance with the Engineering Expedited Review Final Plans Checklist.
LMN
APPROVALS
A -1
St
_ENGREER
t.
U I zjg-f F, m, U 9110 E&I 10 W! T&I I f..AAV [0)
N
SCOTT R.1 COLIANS-Z'
NP. 35791
•
I I.;:.li,I
R
0 211910 8
JOB NO.
02006
SHEET NO,
T-1
TOTAL DISTANCE
MAAMUM EAVE
RIGHT OF WAY (FT)
SETBACK/ BUILD -TO
1
BETWEEN BUILDINGS
HEIGHT (BASED ON
LINE DIMENSION (Fl)
1.2 SPATIAL
...........
(FT)
ENCLOSURE RATI%0:�N
Claremont Lane
M
Brookley Drive
Ma—dbeck-Dn've
Old Trail Drive,
RETAIL SPACE REQUIREMENTS
per approved proffers for Old Trail Village
500 48,000 SO. FT.
1000 9%000 SQ, FT.
11500 144,000 SQ. FT.
21000 192,000 SQ. FT.
MAX
RESIDENTIAL
ALLOWABLELOT
BLOCK
TRANSECT
DIST
GROSS
AREA
(D.U.IAC.)
RESIDENT! A4L
FLOOR AREA
(SO. FT.)
-w. 4
IES
FR ONT
BUILD -TO
LINE
DE YARD
SET- BACK
REAR YARD
SET- BACK
NON -REST-
MfX_ED
MIXED USE
MIXED USE
DENTIAL/
USE
MIXED USE
3
c 5
6.8
18-
122
10,000-
N/A
4
0
0
0
PROPOSED DEVELOPMENT (CUMULATIVE OF ALL BLOCKS); FOR OLD TRAIL VILLAGE
RE
TOVIN
1111111111111112 Mr-1 is
TOTA—L _# I
HOUSE
TOTAL
wi Ila
OPEN
A'flON
UNITS
UNIT$
L DENS,_ry
M ARKET
RATE
ACCES
SPACE
J
PUIAC)
ORY
(6)
MEN
. . . . . . . . . . . . . . . .............
MMUM
(V r1uuZ)f1Vu tQUAL /U t1f- ILLIV I-LNULNI (757*) OF THE TOTAL RESIDENTIAL UNITS CONSTRUCTED AT OLD TRAIL VILLAGE, DEVELOPMENT ShAll BE PROVIDED IN THE FORM OF FOR -SALE CONDOMINIUMS AND
TOWNHOUSES AND [OR -RENT CONDOMINIUMS, TOWNHOUSES, APARTMENTS AND ACCESSORY UNITS. EACH SUBDIVISION PL,A T AND TF.iD; 6,7 LAND WITHIN THE OLL) TRAIL VILLAGE DEVELOPMENT SHALL
DESIGNATE THE LOTS OP UNITS, AS APPLICABLE, st
THAT WILL, SUBJECT TO THE TERMS AND CONDITIONS OF PROFFER #2 OF ZMA-2004-024, INCORPORATE AFFORDABLE UNITS AS DESCRIBED IN PROFFERERCENT
2MA-2004024, AND THE AGGREGATE NUMBER OF SUCH LOTS OR UNITS DESIGNA7ED FOR AFFORDABLE UN(TS WITHiN EAcH SUBDIVISION PLAT OR SIE PLAN SHALLCONSTITUTE A MINIMUM OF FIFTEEN
(157.) OF THE' L 0 IS IN ",UCH SUBDIVISION PLAT OR SITE PLAN.
(2) WHEN' 81)(L T-OUT 4 T LEAST FORTY PERCENT (401--) OF THE AFFORDABLE HOUSING DWELLING UNITS SHALL BE FOR --SALE UNITS.
(3) WHEN' BUILT --OUT VO MORE THAN THIRTY PERCENT (307.) OF THE AFFORDABLE HOUSING DWELLING UNITS MAY BE FOR -RENT APAR Aw NT
(4) WHEN BUlIT-OUT V0 MORE THAN THIRTY PERCENT (30%) OF THE AFFORDABLE HOUSING DWELLING UNITS MAY BE ACCESSORY UN,1
DEFINED IN THE ALBt-.M/RLE COUNTY CODE, CHAPTER 18, SECTION 5.1.34, AND A UNIT WITHIN A TWO-FAMILY DWELLING AS A IS, "ACCESSORY UNITS" SHALL MEAN ACCESSORY APARTMENTS AS
CODE. TWO-FAIV.11L Y DWELLING IS DEFINED IN THE VIRGINIA UNIFORM STATEWIDE BUILDING
(5) THE OWNER MA Y %ARRY- OVER" OR "BANK" CREDITS FOR AFFORDABLE UNITS IN THE EVENT AN INDIVIDUAL SUBDIIIIIII PLA foR'PLAN DESIGNA TES AFFORDABLE UNITS THA T IN THE AGGREGA TE
EXCEED THE Fff 7FEN PP?CENT (157.) MINIMUM FOR SUCH SUBDIVISION PLAT OR SITE PLAN, AND SUCH ADD177ONAL AFFOPDABLE UNITS MAYEEALLOCATED TOWARD THE FIFTEEN PERCENT (1511.1) MINIMUM ON ANY
FUTURE SUBDIVISION PbT OR S17E PLAN, PROVIDED HOWEVER, THAT THE MAXIMUM NUMBER OF AFFORDABLE UNITS THAT MAY BE CAPRIED OVER OR BANKED SHALL NOT EXCEED FIFTEEN PERCENT (15Y.) OF THE
TOTAL UN11S Ohl fNY SUBDIVISION PLAT OR S17E PLAN.
(6) THERE ARE NO OPEN SPACE; AND/ OR RECREATION A
FOR OLD ITRAIL VILLAGE NEIGHBORHOOD AIII DISTI AREAS WITHIN THE BOUNDARIES OF THIS PRELIMINARY PLAT, AS ADESIGNA TED BY PHE APPROVED CODE OF DEVELOPMENT AND GENERAL DEVELOPMENT PLAN
RICT
PARKING
REQUIRED
RATE OF PARKING
TOTAL
PO L AREA
REQUIRED
PARKING
(SQ. FT.)
REQUIRED
1 SP/
J
125 S.F.
WATER
SURFACE
PARKING
PROVIDED
SURFACE
SPACES
ON —STREET
TOTAL
WITHIN
SPACES
SPACES
BLOCK 3
-------- ........
&- 0
S COTT COLL 'NS�.
75
COTT COLLINS�Z
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i- TOPOGRAPHY PRO AIDED BY JENNINGS STEPHENSO V, PC IN AUGUST,, 2006. SITE TE ELEVATION VERIFIED JANIIAR Y
_-_\ 2005
,
2 THERE IS A WPO STREAM BUFFER ADJACENT TO THIS SITE AS SHOWN ON THIS SHEET: J. l5 If
THERE A FLOODP AIN ADJACENT O SITE, PER FEMA MAP 1151003CO229D, DA TED ®2-6--2005.
L ENT T THIS 5l
4 INPO AS SHOWN ON THE PLAN '
S ®R 1®CI OFF WETLANDS, OR THE FLOODPLAIN
IS 100 OFF EA/ STING STREAM ATER.0 S COTT R. COLLINS
F4/
THIS SITE DOES NO N ANYFCR® CAL SLOPES (SLOPES GREATER THAN 25.4 . U Lie. o. 0357911k.
LlMIT IN THE LOCHTrON THA THE T
BENCHMARK{ ( -,,- --- - TOP OF MANHOLE' ` `. � \ \ '
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�A GUARDRAIL PROPOSED ' "\ _ - I
\�I.: \ \,\\ \\ �\ / / / / // / Y((. / L __ RIGHT OF WAY 01- , \ \ � \ . \
\ �,\ \11k\'\ \ i / / / / / / / / t6 , / 11"1 1+ - 62--, t \\ � ._ 03COTT COLLINS
\\1. . \\' A\ \ \ / / / / / / /"11 "1_I A I I \1 _ \ \� / / / 1 4) \ , - , , ) Lie. o. 035791,
- \ �\ '. / / / / / / -/ (3 OT STD. CG-11 1 ��� - � 4
\ \ \, ,\ I // // / / // \/ \ \ � TE ENTRANCE I I NOTE:EEHEET LL-1 FR �_',\ "IUo�!
1 � / / I _ i ' 1 Luu/A IYN OF b\Ktt NAI
/ / / ,b// / \ I4 -/ l\END RtAD T I ,,\ N V \/ �/ �. ...1, WSTATION 15+15.5" i � 1 \
,,I 'A -��\\\ / // / / / .. ..Z....�........... .... �4' I / / �� ;\ \ `\ -\
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\ / ,\ -A � \ \/// / \'. -."/..— C2 ..".. ......I...I ....�...�....,.i I --V, ��...�I... I.....�...../ OLD TRAIL PARK
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, / / / . .. , -\ \ 1�I....._....... , -A, / -, )' SIGN \
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\ - I\ ... ..... .... \ \ / <.<t 4 -. I �
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�SIGN �, - .. SIDEWALK I \ - ,
\. . CG-1LMITS OF ,
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r(Z r ! a NOTE! CURB AND GUTTER
1.
PRIOR TO ANY CONSTRUCTON WITHIN ANY EXISTING PUBLIC RIGHT OF -WAY, INCLUDING CONNECTION TO
ANY EXISTING ROAD, A PREWIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF
AS DRAWN MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF
SLOPE VARIES
v•
III
III
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TRANSPORTATION (VDOT). THIS PLAN
o
THE PERMIT: WHERE ANY DESCREPANCIES OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN.
o
(
1
.2.
ALL MA7E'RIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIFICA77ONS AND
`-
STANDARDS OF VDOT UNLESS OTHERWISE N070-
J.
EROSION AND SILTA77ON CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH THE APPROVED
({
CONTROL PLAN AND .SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER
I
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4
EROSION
N.
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,
6.
LESSER SLOPES OF J. I OR BETTER ARE T 0 BE ACHIEVED.
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
I SIT. !PAVE. SURF, CRSE,
Z
CHANNEL.
ALL TRAFFIC CON77?OL SIGNS SHALL CONFORM WITH TIME VIRGINIA MANUAL FOR UNIFORM TRAFFIC
2 AGGREGATE SUBBASE CRSE,
8
CONTROL DEVICES.
UNLESS 07-HERWISE NOTED, ALL CONCRETE: PIPE SHALL BE REINFORCED CONCRETE PIPE -CLASS III.
GRADED & THOROUGHL.Y
S>
ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY W1774 OSHA STANDARDS FOR THE
COMPACTED SUBGRADE
CONS7RUC7TON INDUSTRY (29 CFR PART 1926).
BLAS"TING NOTES
1. BLASTING, WHERE" REQUIRED, SHALL BE DONE WITH CARE IN ACCORDANCE WITH ALL APPLICABLE
FEDERAL, STATE, AND LOCAL LAWS, ORDINANCES, RULES AND REGULATIONS OF THE AUTHORITIES
HAVING JURISDICTION AND BY SKILLED AND EXPERIENCED BLASTERS A BLASTING PERMIT MUST BE
PAVEMENT
NJ
DRIVE AISLE
OBTAINED FROM THE ALBEMARLE COUNTY FIRE PREVENTION OFFICE PRIOR TO COMMENCING THE WORK. -_ -- -
2. ALL FEDERAL, STATE, AND LOCAL REGULATIONS GOVERNING CONSTRUCTION SAFETY SHALL BE ADHERED
TO AND ANY VIOLATION OF SUCH REGULATIONS SHALL BE DEEMED THE SOLE RESPONSIBILITY OF THE SUBBASE DEPTH I IS BASED ON AN ASSUMED DESIGN CBR VALUE
CONTRACTOR AND/OR DEVELOPER OF 8. ADEQUATE SOILS TESTS OF THE SUBBASE SHALL BE
3 PRECAUTIONS SHALL BE TAKEN TO PREVENT INJURY TO PERSONS AND DAMAGE TO PROPERTY NO PERFORMED FOR ACTUAL DETERMINATION OF REQUIRED SUBBASE
BLASTING SHALL BE DONE WITHIN TWENTY-FIVE (25) FEET OF ANY COMPLETED WORK OR ADJACENT THICKNESS PRIOR TO PLACEMENT OF SUBBASE.
TO ANY OTHER STRUCTURES UNLESS PROPER PRECAUTIONS ARE TAKEN. ENDS OF UTILITY LINES
ADJACENT TO THE BLASTING AREA SHALL BE COVERED TO AVOID DEBRIS AND DAMAGE':
PUBLIC PRIOR To 7NE COMMENCEMENT OF BLASTING OPERATIONS,
5. BLASTING ON SA TURDA YS, SUNDA YS, AND HOLIDAYS WILL BE PERMITTED ONLY WITH SPECIAL
WRITTEN PERMISSION FROM THE ALBEMARLE COUNTY SERVICE AUTHORITY
B. WHENEVER BLASTING WILL BE UNDERTAKEN IN THE VICINITY OF AN EXISTING UTILITY, IT SHALL ONLY '
BE DONE WITH DIRECT "ONSI TES' SUPERVISION OF THE AUTHORITY ANY DAMAGE AS A RESULT OF
BLASTING OPERATIONS SHALL BE THE SOLE RESPONSIBILITY OF THE CONTRACTOR *NOTE: PLEASE SEE ARCHITECTURAL PLANS FOR DUMPSTER
.ENCLOSURE DETAIL.
GENERAL WATER & SEWER
CONDITIONS
CG-6
4' CONCRE7E CURB & GUTTER
SIDEWALK
66i' PLAN77NG
4' VDOT 21A S7RIP
STONE BASE T ET 3 BJN-•25 � B� 21 A ¢ S2
BASE S70NE
-6' -2. 5' 16' BA 5
17' 11' 7'
(IRAVEL LANE) (TRAVEL LANE) (PARKING LANE)
55'
yffe
49
YJ'1LJ•lLl.i 1f Jf . ,a' r
6' PLANTING
4" VDOT 21A STRIP
STONE BASE 2
POINT OF
FINISHED GRAL 17 CURB & GUTTER
\2" SM 9.5
CG-6
CURB & GUTTER POINT OF CG-6
FINISHED GRA CURB & GUTTER
/ \2' SM 9.5
12r. L - - - 000MR90"N" - - - - - 1 4".1'
B'
- 3" BAn-25
(TRAVEL LANE)
- 11, ---
(TRAVEL LANE)
7'
(PARKING LANE)
-rCA-Z Sim-Rgrr SWrZOAr KITH PA Z j' V O.W. S1,.F 56-9 _
d ArA� PRIVr
N
1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY 1AISPECTOR5
PA VE•ME-N T DESIGN IviA Y BE REVISED DUE TO SOIL CONDITIONS A T 77AAE OF CONS 7i,'UC770N.
THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER SERVICE AUTHORITY OFFICIALS A PRIME COAT SHALL BE APPLIED .BETWEEN THE AGGREGA7F BASE AND ASPHALT COURSES IN ACCORDANCE WTH ►/.D.O1 T. STANDARDS
AT THE START OF THE WORK
2. THE LOCATION OF EXIS77NG UTIL177ES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT 8'x11' CONCRETE SLAB
NECESSARYL Y SHOWN ON THE PLANS AND WHERE SHOWN, ARE ONL Y APPROXIMA TEL Y CORRECT THE 7" THICK sax 11' CONCRETE SLAB
7" THICK
CONTRACTOR SHALL ON HIS OWN INITIATIVE L OCA TE ALL UNDERGROUND LINES AND S 77?UCTURES AS SLOPE TO DRAIN � 0 GUTTER ENE,
3000 psi @ 28 days (min) SLOPE =TOWARDS - PARKING L07
NECESSARY. CLASS A3 CONCRETE WITH
ALI.. MATERIALS AND CONSTRUCTION SHALL COMPLY W1 TH THE CURRENT EDITION TION OF THE GENERAL s"xa" W2.1xW2.1 WWF AND 3flkofl psi @ za days (mul)J. --
WA TER AND SEINER CONSTRUCTION SPECIFICATIONS AS ADOPTED BY THE 13RooM FINISH CLASS A3 CONCRETE WITH rr ... fi r
6"xc6" W2.1xW2.1 WWFAND
00
Ai.r EMARL£ COUNTY SERVICE AUTHORITY BROOM FINISH
4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY
5. THE CONMACTOR ,SHALL BE RESPONSIBLE FOR NOTIFYING "MISS UTILITY" (1-800-552-7001).
D. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3 FEET OF COVER MEASURED. FROM THE
To' OF PIPE, OVER THE CENTERLINE OF PIPE: THIS INCLUDES ALL FIRE HYDRANT LINES, SERVICE
LATERALS, AND WATER LINES, ETC:
Z ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DPTCHES,
B. VALVES ON DEADE•ND LINE'S SHALL BE RODDED TO PROVIDE ADEQUATE" RESTRAINT FOR THE VALVE 21-A, 7"THICK
DURING A FUTURE EXTENSION OF THE LINE. 1�UMPSTER DETAIL
9. ALL COMMERICIAL BUILDINGS WILL BE REQUIRED TO HAVE A BACKFLOW PREV£NTt R
GRAD1�i
1. THE LATEST EDITION OF THE ROAD & BRIDGE SPECIFICA 77ONS, THE ROAD & BRIDGE
STANDARDS OF THE VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS SHALL
GOVERN THE MATT RIAL AND CON57RUC770N METHODS OF THIS PROJECT.
2. WHERE UNSUITABLE MATERIAL IS ENCOUNTERED 1N THE ROADWAY, ITSHALL BE REMOVED
FROM THE ENTIRE ROAD RIGHT OF WAY WIDTH AND REPLACED WHERE NECESSARY WITH
SUITABLE MATERIAL TO THE SA 77SFACTION OF THE ENGINEER
3. ALL GROWTH OF TREES AND VEGE•T4770N SHALL BE CLEARED AND GRUBBED FOR THE
EN 17RE EASEMENT: OTHER TREES AND VEGETATION WHICH OBSTRUCT SIGHT DISTANCES
AT ROAD INTERSECTIONS SHALL BE REMOVED.
-4. ALL VEGETATION AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER
r+ r+ 1 r-
Ii'al� : ^Paver�ertt Design TOT Pavement Design Guide_._.___
_I
�a:°�xnent �esa�;n
]Location
ADT
HCV
Design
R
SSV
Dr
Surface
h
� a
Base
I a
Saab -base
h�
a
I➢
AR'T
+b
Claremont Lane
300
10
400
5
5
11.24
sm9.5
2
2.25
BM 25
3
2.25
21A
8
0.6
16.05
MarlbeckDrive
240
10
340
5
5
10.67
Ism9.5
2
2.25
BNI25
3
2.25
21A
8
0.6
16,05
!�f
L
♦ ,� 1 >o i � J►.i. Y �' �.. #.'1I i f. #. � / �e # is � 1 � L .� #
j
L ,_�,. � /,. /...1= # -'*'J .-�_ �✓�.`. , �..
;.
lM J �*1.' 1:,� ;1f.. � J►. � r. -; �.f ;�: �'. a" # J �y' J -_.#'-
_ yiJ
# Jt
a
#.. • Jli J:� tel.: ...I ,L 1# y: #
_f.', r 1A1 *. �' � _ �1� E �. 1 � -, J �J �� � #�
#i I. L
. # R .. # � 1 = '�' � . !N � # � 1 = L
L � 1 1R ,M � 1 ■ � . _ #.'� V =:. _ ,:. � � t l i � 1 L
/
,r # s - iIF L � 1 ,: # - � .Jf _ � .. JM ! #. ;.� � 1 L = k w ♦
#.
y ' _ i #:. # � � L ' ,r :. S J ,�. J � _ % # _ # : #. #
: ' ♦ # _ / # � # 1
a ♦ t
f
`
� � •!�
♦
_ _ _ _ 1 1 � #. ' ♦ #.
_ L. � _l in = a1
♦ � � j IR r.. � ... r .._ i � IF t i t : If L �. I" J t = � J � - #. � .# #
�R
{
!�
- # ♦ � i .Ji J� - � � � J J►' l.. _ # lr � YF J # 1 = E
� # ,{ s � l! # I' 1t
O° a, ,b
DEPARTMENT OF 7RANSPORTA TION SPECIFICATIONSS,
D. ENCROACHMENT- POSTS, WALLS, SIGNS, OR SIMILAR ORNAMENTAL STRUCTURES THAT DO (VARIABLE "WID77-1)
NOT ENHANCE A ROADWAYS CAPACITY OR TRAFFIC SAFETY, SHALL NOT BE PERMITTED
W1 THIN THE RIGHT OF WA Y, ONL Y THOSE STRUCTURES SPECIFICALL Y AUTHORIZED BY �" CONC. (3000 PS! A T PERMIT ISSUED BY VIRGINIA DEPARTMENT OF TRANSPORTATION MAY BE LOCATED WITHIN DAY, OR STONGER)
THE STREETS RIGHT OF WAY.
---' 4" 21-A STONE BASE
CONCRETE SIDEWALK
NO SCALE
1 "• 1'
6'
PLAN77NG
S7RIP
4'° CONCRE7E•
SIDEWALK
4" WOT 21A
STONE" BASE
4" CONCRETE
SIDEWALK
40 VDOT 21A
STONE BASE
--- 5'
fffo_N#,_r
EXIST. GROUND
EXIST GROUND I
EXIST. GROUND
Tabie & Street De$ie�n - - -- - -- --- - - ; t _.-._,. �- ____ �__T��
street Design Data
Street
Public or
Design Speed
Alin. CI,
Max!
° K
Mm. K
Min!
Min. Int.
Min.
Mir,!
Mina
Sources for Standards
Private
mph
radius ft.
Grade
crest
sag
Stopping
Sight
travelwa
ROW
shoulder
Maintenance
Sight
Dist. Ft.
y width
width
width
Dist! Ft.
ft.
Claremont Lane
Public
120
120
10%
10
20
225
225
28
Table 1- VDOT Sub. Str. Reg.
Marlbcck 13rlvc
Public
20
120
10%
10
20
225
225
28
Table 1 - VD0T Sub. Str. Re .
SLOPED AREA --o'
\X
k
«
. MA<,
t
^
+ :
g M
�
j fi
li
mg
SS: �
L xATlQN BF gUTWR U! 3IUTIES
EASEMENT WIDTHS, 9 dSslt WATER OR SEWER WATC R & SEWER �/'9r 9 � 0301 ,41Nil•Z M
-.; TO THE RIGHTOF WAY.
COOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL
24
r .'
er
F_�
BEDDING
STABLE
SCRAPE THE 130TTOW Or THEREMOVE
-ON ROCK AND
STONES TO INSURE THE PIPE DOESN'T RES1
THEN COMPACT THE SOIL OR PROVIDE BEDDING
STONE.
FOUNDATION IN P-GOR SOI L UNDER -CUT CONDITION
Y � .
41 INITIAL
}
o
BACKFILL
j6. STONE
_
a STONE
SOIL OR ROG
ROCK3 SHALL BE ALLOWED
ABOVE2NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWD
3-THE INITIAL 13ACKFILL SHALL
1 ► D AND
COMPACTED
a NO ORGANIC
• OR FROZEN MATERIAL OR
■ weIS SHALL x• ,
HOLESIN THE TRENCH.
5. BELL w
DUCTILE IRON WATER
PIPE INSTALLATION & BEDDING
N Ts
IELEVA'AON
PAINT ALL EXPOSED STEM AIN 2 COATS OF 0"MOUS PAW. ME !_ MUM
s
"
r�rmm*'mr.y
Ci�i
mill
l
iIe��i.�Ie�r�i"
[ii i
#iaTrZJ
Ir
l i Iia
'
=115M,
7ai►'21Lii1i]I�C/17
EM.
125M.
KITS
C.�i'f'L'ilL�
i
�
TCA�t CONCRETE GI�N
UPPER ��
Tc�
'
BENDS
FIG. W-3A
I A-1 >Sx STREET ASP OAM ?A a SURFAM
Mom To BEAsSHOW QV I ', I {s I AS E RONYWAY (SEE MGM 6). r _ (RA.= TO BE AS
RAWL CiiifEltiA730R SHaOM ON Pl.ad'dS)
L`ONY9 AND 0011rP,
6" ILOW
NOTE* WOTH " 9" 2'-O" OR ♦ s �' NAIRL .WAY dO
SHOWN ON TYMAL SECTIL>iF. A. J
PLAN VIEW
A "JNE ROADWAY SLOPE
I& PARABOLIC OLME
kbtr£ OF SHOUW LOR
a+`TmNu. FLOUNE � H''
_ MAN-W ROADWAY •::� ®..•...• •_. ® — _.._ — — -.._ _. — i�
SLOPED
MiAX. I�t'—�LOPE - ^ -- i&IAe30E
S•MAN, CO91�dEROiAL 4iIH-iR�A7iG'E
W CONSTMICT MAM "0GE5 WITH A PARAMIC CURVE.
SECTION A ® A
OOIVCREiE � ,,>, •�'• ♦V
SECT C-C
REFERENCE
COWCMN FOR STIRMTI
Y*CWA ART)IENT OF "M
GENERAL NOTES
° Rc,a u' ua�ac sera s
MY/W REOUIREWNTS,
2. W#ER °Ptl£ ENTRANCi RADN OAOT ACOOH,WOOATE rFE
73:Aii� R:Eii4aRE3�tiMTiS, sIP .i'ATEO WAVY TRS�iS
TRAFFIC. THE DEPTH FOTb 51OiWA x ti CURD R.AWS
Yr'TT . THE
'to
t.A9T8 OF 7ME HAD$ BE {�
3• � $ FACEOW� � M3�0
I: &O, T TO MATCH THE NOUNTA" CUlm
A.
4. sm STAt81ARD 06-mg :LAMP � TO 09
;r AMD M ?HS STA0AD10,
S.
PORUM OF 9 TER TO REGUIRE WP=WARPING OF
WATER.
ENTRANCE NOTES
A. 1#0M ARE TO WMATE WHM SRiOTT * W A FLOW
M EWTTiJn+ > REO !b TO PROVOC POSITIVE ORA OIX AGWSS
7. MAINL04E PAVE,YENT SHALL Tit CONSTAWTED TO THE
R/W LINE (EXCEPT ANY SLT9GRAOE STAHILTEATTON
T)WRED FO $ifYILM PAVF3iETdT 'WIiL'9t CATt RE
OMATTL'O IN THE A TTRa IRl
0. ^stR Hf idDT$ OR COCl1�'c7 MATI109 CUM MD GUTTER
D . RR LIE
F3fCEP7 oT RENLATA 1 NT a St S.
R. Tw DESWOOLE AST) NAO "m Elmime GWLW Ci'HAIi;ES
'v A LISTED IN. NNE N.L{iWA9Y.E tlaTwaxs ORAd6
Ej,GTME VALOIES AFiE *0'T 49& TO SYW.ET
ALLOWAftE EN GE OWE CHANGES
EN•TR VQLUW-
GRAaI 0r11tst
1
,E NAXBitU�i
MISrYi
um TT . 1500
0I: 3 x
wimm
I Salo-t5O0 vm
293X 6%
LOW
Lm TRW STWO Vf$)
66,% at
MTV: A).T.OWAaLE
ENTRANCE CRADDE
TA3LE IS NOT
&7ILR.Au S, IV otr4mi LV GY tFb'Md
L
�4.�
SEE
Illow 4
si • _v ^.a
4---'
' RAdIDS
D-
VIA
'Q r.
6 •
SUF� ACE
BASE
>:C
tE
NOTES:
t Tm uEM MAY BE PRECAST OR CAST IN PLACE.
2 lCRfTE TO BE 9d6,ASS A3 aF CAST Rt PLACE,
4�m & F PRBEA L
3. Ctm gNt ) S OP 300 F£PT. cALO14G
FACE (,'R" i)SR3) PFCR AQ)
4_ Rs. DEPTH OF CUR9 MMAY RE REIRM AS 4R3,GN AS 3P
ON
mi. OR I WX4 AS CUR; 3 L .=C1,THE P T! GfPRI iS TO *' AS SW W, NO NKUSTWX
W. i7fPf'i6 TO 1 Odd£ FOR A DECREASE 09 AN
1s r FS OR AD'/!A WTWC T}E.
A OF THE VOOT R0 V"14l,
�
PRECAST CONCRETE MANHOLE BASES SHALL BE FABRICATED
ICATED IN ACCORDANCE
WITH PART V,
SECTION G OF THE SE SPECIFICATIONS.
Y
�SCOTT
R.
COLLINS X
a
r
SET DOGHOUSE BASE aY: a EXISTING SANITARY
}�'
°'
OJ'?7�
Ct
ON CONCRETE BLOCKS �,•� ! :•• SEWER PIPE
DOGHOUSE OPENING ad "
ou Dip
°
SHALL MIN. 12" CLEARANCE
BE PREFORMED BY BETWEEN EXISTING PIPE>�
®�
MANUFACTURER OR AND STONE BEDDING
SAW CUT TO FIT PIPE :.
tS1�3
ONAL
. '
PLUS 6E DIAMATER
4' .
♦T
12" THICK VDOT
No. 68 STONE BEDDING
8„x8"x16" AND 4"x8"x16"
m e ! y`,'.:..• r
SOLID CONCRETE BLOCKS
`
CENTER WRISER DOGHOUSE MANHOLE BASE
WALL (4 EACH)
c
MANHOLE ABOVE BASE SHALL FILL DOGHOUSE OPENING
•:.r .' .:
.. ;
BE CONSTRUCTED AS SHOWN AROUND EXISTING PIPE
_ _ WITH N000 PSI CONCRETE
ON FIGURES 1 A
c
$
OR NON -SHRINKING GROUT
. .. • :. �
,, .; .
♦µs}t.mew.:. i
i
g'i:'...r" rALLOW
CONCRETE
WRAP
t
a'
TO FLOW A MIN. EXISTING PIPE WITH
1'-O" BEYOND BASE NEOPRENE GASKET MATERIAL
(
C
sLLI
OF STRUCTURE BEFORE FILLING THE OPENING
C
:.:.::.
NEOPRENE SECURED BY 2 NON-
CORROSIVE STRAPS, 1 ON
0
U)
EACH SIDE OF OPENING
f'-•
al
C
I.1. .
Er., - . 4 i® ��y p Y
t-•i
�
12" MIN. CAST -IN PLACE
.:
3,000
,0 0 PSI CONCRETE BASE
ca
0
�
{i
FOUNDATION SECTION VIEW
Lu
u
!<
NOTES:
N
o
<
u
�
1. CONSTRUCTA FORMED INVERT FROM NEW SEWER LINE TO ALLOW
a
c�
) TO THE EXISTING PIPE.
I- +
!Li
�•-
0FLON
I.L!
:� ;.- :., �...: ..- ... '
2. POUR A SHELF TO HE LOWER HALF OF THE EXISTING PIPE.:
�
_
. .;'� ,._' , .. .
#�yy yy���yy� ��yy ��k p�p� .:
S LiTFfL?E'. - :'i'?•'tI• :�¢F►'4�'�-.- :'; �' '. �..r � .. ... :. - .
IA ITT ';,
»
3. CUT AND REMOVE THE TOP HALF OF EXISTING PIPE TO WITHIN 6
>
Ott
Q
„ P#1I4s Al titr, tom: �#1�L� :
OF THE MANHOLE WAL LS AFTER THE INVERT AND SHELF HAVE
LI
,.
,........ ,... ..•,.. L' ���. `..� ''�. ..
'� � 4�..�. �,...8�. �..,
BEEN -
E FORMED AND THE MH HAS B EEN FULLY TESTED 1N
s<
_.. .. .... , .. ,.. _.:
�I }P(j� :�� ��} ►�
.
ACCORDANCE WITH THESE SPECIFICATIONSuj
TYPICAL MANHOLE BASE
SHOWING "DOGHOUSE"INSTALLATION
f
°�g� g gyp- ,
{ '.. f z
4 ice... !:>E T�T
N.T.S
S
FIG. S-1-Al
<
TD-22
C
v
NOTE:
THREADS
O. »M ► EQUALTHE LOCAL STANDARD.
vENGTH
OF BRANCH
6' MIN I 10,
- BOX
GRAIVEL
0' GATE
VALVE
TEE/. ^I.t .,.Y ....
I .%' ...11tII�IIEtjI 1,►1►(III.I(�1,+ .
BASE • ; THRUST ` BLOCK AGAINST .
A.
> r
UNDISTURBED STABLE
SOIL , k//i.//i /\ /\• \,/
STEEL
• THREADED!
MEN THE • ► r OR •ee MAIN IN AH O.
S.
A HYDRANT IS LOCATED IN A FILL, AN RODS SHALL BE GALVANIZED
THE VALVE TO THE HYDRANT OR
ASPHALT COATED
CONCRETE,THREADED RODS IN ADDITION TO P ING
SHALL BE STEEL PILE
iIADDITIONALNOTE
1. SURROUND WEEP HOLES r KEEP FREE OF CONCRETE.
COVER2. MAINTAIN A S MIN. Re - THE MAIN TO THE FIRE HYDRANT
(:INCLUDING DITCHES
FINISHED.3. GRADE SHALL SLOPEFROM THE FIRE HYDRANT D
VALVE
4. THE GATE VALVE IS BOX.ALLOWED IN SHOULDEROR
IT IS I I! BEHIND
INSTALLED AT LOCATIONS
HOLES.eVE THE PREVAILING GROUNDWATER ELEVATION.
REQUIRED • E. HOLES
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
N.T.S.
FIG. W--4
Effective August 18, 2005
LI S
NOTES:
L 10S 0'EM MAY SE PRECAST OR CAST IN PLACE.
Z CONCRETE TO BE CLASS A3 W CAST IN PLACE.
4000 PSI IF PRecwsr.
3. COM WATION C R 13 Q tT1T`TER HAVING A RA=
OF 300 FEET OR LESS (WIND FACE OF CURS) STALL
aE PAID FOR AS RA ift C&AWATB)N CURV &
4• FOH 4jsE WITH STAgLaED OP£el-GRADED
DRWAGE LAYER, THE BOTTOM OF THE CLM
ARD GUTTER, CONTID PARALLi:L
TO TtE SL Sl1BBASE COURSES
AND TO THE DEPTH OF THE PAVEWff.
5.AD.LOWABLE CRITERIA FOR THE USE OF
CC-6 IS SAM ON ROADWAY CI.A55ff)CATM
2" R OF T;� VVDDO ROOM OE 140AIALSHO" INAP�+INX A
rTAREA NAY BE CONCRETE
AT TkIE OPTgN OF THE CONTRACTOR
COMBINATION 6" ". & GUTTER
OwmTMENT OF .PO
THE BOTTOM OF T6` CIiUtB AWD
iVrTea MAY 9E CONSrRt6CTEA
PARALLEL TO THE SLOPE OF
%*BX;E CCt)RSES PROVIDED,*
NIRNIW DEPTH OF 71
W MAIRTAMO.
2" ..
A03
124
TD•-17
m
.I ft T ., gftk� 'N I .. TAP W . No OW& .. .. -
s; ���li �P_ - %1�-t'' �r,� T .� � -� Ili ... .. �� • >. . _,�� t ,x�,� �
if 0
-.
:P 93LtLT S. _PREIT1W
ASS �pt p.1 �v y gp
W ,iwty, AS P .,. i
k;
�i�YY �,
. ,. 0f$ T �iIW , lE M@Mhs t� �Mitalf
-
TIR b 3 �#442 o P is
t rm 9awmTE CEPW
' Q0Q
' 8 0000
!RUNCA-tPQ
OOME T5
DET: britclAaLt WAAW
F T: L9" WARNINO SUAFACF
.. GENERAL NOTES
: OF -
r
I
!13"+
h
ji
it
r fi
Nit
r.'
re 0
}} `atrmryy CC U wr3 b t"•
E m w i~
u� E
zo
0
ter, -u• om tW
IL
0
ram.
TYPICAL MANHOLE FRAME iX. O Wp
NTS "
Effective AuguAt 18. 24DOS FIG 5-1--0
s
C
00
f�V
co
co
Z
c
c
/
S
E-
z
c
I
c
c
c
c
/
Lu
-�-
7
e
N
o
3
-
L
o
m
D
0 O
°
a
L2.
o
Q)
LLjz
s
0
a
U
0
0
a
Q)
u
a9
0
J-4
r
a
Lr
WT
SNOW
Lu
loom
J
O
U
O
Q7?
00
U
13_t
�
-1�
D
In
u
In
Lu
E
0
�
U
O
JOB NO.
�
4
06
O
SCAl F
O SCALE
SHEET NO.
a
"
cD
a)
H--
LP STA: 14+25.30
LP STA: 16+1U.84
MR
is N
MR
+.-w �Lo_7 1;_ L14____ - —1
Ld c) 0 0)
7 Q 7 0 _5 _ U) iln
> z > W Ld 6i > >
U) > Ld
.* I * Lo W
to Ci U) >
T +--w
LOCATION OF
WATER METER
SWIMMING POOL
oil
z //
IL/
//;�
zz--z
�/ 00 p6
ro-
PwGJ_
672
'CLAREMONT LAINE
HORIZONTAL SCALE
50 O 50 100FEET
SCALE: 1"~~50'
VERTICAL SCALE
5 0 5 10 FEET
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NOTES:
1. ALL FILL MUST MEET 90010 COMPACTION.
2. VDOT STANDARD IS-1 REQUIRED ON ALL INLETS
WITH THE EXCEPTION OF STR. 31 & STR. 33
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STR. Al 6 OUIT
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680
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STORM
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42"
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SCALE: 1"=5'
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— GRADE TO ENSURE
7-1
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10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+0016+25
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1"=50'
685
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PROPOSED
STORM
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PIPE
15
VERTICAL
SCALE
,kzA
5 0
5 10 FEET
680
SCALE:
1"=5'
16.15'
46.18
LF @ 0.6
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;Table 6,__qu!np inlet Design
TNLETS -IN SUMP DESION (CURB SPREAD AND INLET SF
intensity___4.00 (intensity is 4 in/hr for spread, and 6.5 inthr for capacity and
r
'Wi6i6ings Coefficient, n is 0.013
I Hydrology Gutter Inlet J Inlet
(
ar o.
CL
.9 9 (a
i
0
Tv
0
e us o
:3
0
15
BE
(q
it W
0
.43
0
5
c6 to.
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Left 1
0.07 10.78
10.055
022
0,00
0.22
_56
0.0010 1
0.10200 1
2
0.0830
4.1500
5.80
0.83
right
0.18 ---
- 0.78 - 1
, 40,
0.1
0.66
0.00
7
-0.0010-1
0,1020
.0 .0
0.080.0 31C
4.150D
8.27
0.65
8.0
combined flow
0,8
Na
left
0.04
0.90
10.0361
0.14
. 0.00
E(
0.14
0.0010
1 0.10200 1
+
2.0
0,0830
4.1500
4.97
0.88
right
1 0.12 J
0.90
10.10081
0.4 3
0.00
0.43
0.0010
1 0.1020n
o
0.0830
4.1500
1 7.50
1 0.72
STR 12
2C
8.0
_
combined flow
0.6
-
Ewa 0.169
left1
0.11
0
. 0.00
0.40
0.0010
O.D200
2,0
0.0830
1 4.1500
1 726
0.73
right
1 0.14,
1 O.A6
10.1201
0.48
0.00
0.48
0.0010
0 ,0200
2.0
0.69
STR 10
2B
8.0
I combined flow
0.9
1 .
.
left
1
-T
181
T 0.32T
O-00
0.32
-
0 .0010
0.1.0200
2 .0
0.0830
4.150.0-1
6. 3
.
0.76
right
0=00
7.14
0,0010
0.11200
2.0
0.0830
4.1500
1 4.97
0.88
2GE161.0
combined flow
0.5
W 0.167
SIRS
left
0.07
1 0._76
0=.063IIE:
0_=00
0.21
0.0010
0.0200
2
1500
1 &75
0.84
right
1 0,14
10,76
10.1061
0.43.].
5.66
6.43
6.5610T51256
2.5
1 5.6836
4.1500
1 7.45
0.72
2C
8.0
combined flow
0.6
0-.181
STR6A
-
all
0.21
]�o
�00
0.76
0.001
1 0.,02 0
1 9.0
1 0.0830
4.1500
1 9.25
0.61
STR 29
-2-8.0-
B
combined
0.8
0.203
-flow
+-L
-
all
0.17
0.90
10.1531
0.61
1 0.00
0.61
2.0
0.0830
4.1500
4
0.64
STR 35
2B
8.0
combined flow
0.6
0. 1 �76
all
1 0.04
1 0-M0T-0-.661
0.14
1 0.00
0.14
0.0010
1-0,090
7
0.88
28
6.0
1 combined flow
0.1
0.075
STR 37
0.30
1 O.Z701
1.08
T -000
1.08
0.0010
Ir O..020-OT2-0
0.0830
q12O
right
0.71
3.301
0.213
-0.85
1 0.00
0.85
0.0010
1 0..0200
1 2.0
0.0830
STR 27 j
_2C
1.9
Na
gutter longitudinal slope of 0.001 should be used in a sump condition
haw but will have inlet spread and depth
grate inlets (Dl-7)Ln open p_ �,ent areas YAII not a curb spread,
for inlets draining to stormwater management facilities, the 6.5ln/hr check storm will suffice for the 10yr conveyance
--------------
Table 6: Sump Inlet Desiciifab6T jI -k-
INLETS IN SUMP, DESIGN (CURB
SPREAD AND INLET SPREAD AND DEPTH)
446-risity 6.50
(Intensity is 4 in/hr far spread, and 6.5 in/hr for capacity and depth)
Mannings Coefficient, n is 0.013
Inlet
I
M
(Hydrology
C urb and Gutter
[inlet
CL
0,
0
16
zi
Z
(D
CID
C
0)
6
a
0
a.
it
f0.07 0.7810.0551
OM
0.00
0.35
0.0010 1 0.0200 F2.0 0,0830 4.1500
6.96
1 0.75
right
0.18 j
0.91
0,0010
0.58
_2C
_0
combined
flow
1.3
STRA16
n/a
left
0.04
0.90
1 0,0�l6TO..?3_FO.60
0,23
-
0,0010
1 0.020(
4.1500
1 596
0.83
right
-
0.12
C
=000
770
0.0010
T_
0.020(
0.61
STR 12
92C
8.0
combined flow
0.9
0.234
left
0.11
10.9010.
0.64T
0700
0.64
0.0010
1 0.0200
2.0 tF0iiO
-------
4.15 00
-
870
U4
right
0.14
10.86
10.1201
0.78
1 0.00
0.78
I 4.1500
STR 10
28
8. 1 0
combined flow
1.4
0.310
left
10.90
1 0.0i-TF-_
.1
53
FO-00
0.53
0.0010
F0.0200T2.OA
0.0836
_F4.i500
4,1500
8.07
0.68
right
1 0.04
10.90
10.0361
-
�.23
OT016
1 0.0200
2.0
1 0.0830
5. 96
0.83
STR 6
2C
6.0
combined flow
U
0.231
left
0.07
0.76
F07053TO.35
0.60
0,35
0.0010
1 0.6200
2. ), 0.0830 1
4,1500 1
6.90
0.75'
0,76
0.106
0.69
0.00
0.69
0.001.0-1
0,0260
27 0.0830 1
4.1500 1
8.94
0.61
STR 6A
2G
8.0
combined flow
-1.0
0.250
-10.90
an -1
_044,
0.189
1.23
0.00
1.23
0.00110
0,0200
2.0
0.0830
4.1500 11.09
0.51
-IBM
STR 29
28
8.0
combined flow
1.2
0.280
all
1 0.17
1,0.90
10.1531
0.99
0.00
0,99
0.6010
0.0200low-
STR 35
213
8.0
combined flow-
1.0-
0.243
all
L-0-04 1.
0.90
1 0.p36 1_ ]
0,00
0.23
0.0010
0.0200
2.0
0.0830
STR 37
2B
6.0
_0,23
combined flow
02
0.105
left
0.90
1 0,3
0
776
0.00
1.76
ZO
0.0830
4,1500
1
0.47
right
1 0.71
10.3010.2131
1.v8
1 0.00
1.38
0,0010
0-0200
11.60 1
0.50
M27
2C
12.0
3.1
Na
gutter longitudinal slope of 0.001 should be used in a sump condition
inlet spreatd
grate_inlet -T) in open payment not haw a curb spread, but will have and depth
_far inlets draining to stormwater management facilities, the 6.5in/hr check storm will suffice fbir the 10yr corner t the facilities
DRAINAGE DESCRIPTIONS
STIR,
PIPE INFORMATION
INLET
INFORMATION
NO.
DIA.
(in.)
LENGTH*
(ft.)
SLOPE
M
INVERT
IN
INVERT
OUT
MATERIAL
INLET
TYPE
Curb
Type
INLET
STATION
SLOT
LENGTH
RIM*
ELEVATION
COMMENTS
A16
DI-2C
CG-6
8
693.97
VDOT STD, IS-1, SLA REQ'D
19
36
140.20
0.50%
679.15
678.45
RCP3
18
IDI213
CG-6
4
692.62
WOT STI). IS-1, SLA REQ'D
17
36
1 27.71
0.50%
1 678.35
678.21
1 RCP3
16
DI-2B
co-6
4
692-68
\0OT STD. IS-1, SLA REQ'D
15
36
175.34
0,50%
678.11
677.24
RCP3
14
DI-2B
CG-6
6
685.87
VIDOT STD. IS-1
13
36
116.92
0.50%
677.14
676.55
RCP3
12
DI-2C
CG-6
8
683.49
VDOT STD_ IS-1
11
42
127.19
0.50%
676.45
675.81
RCP3
10
DI-2B
CG-6
8
681.80
VDOTSTD. IS-1
0.50%
675.71
675.35
RCP3
8
DI-2B
CG-6
6
682.31
WOTSTD. IS-1
7
42
211.36
0.60%
676.25
674.19
RCP3
6
DI-2C
CG-6
6
680.14
VDOT STD. 18-1
5
42
83.90
0Z0%
674.09
673.67
RCP3
4
MHA
-
0
681.85
WOT STD, 13-1
3
42
1 104.38
0.50%
67157
673.05
RCP3
2
MHA
-
0
679.98
VI)OT STD. 18-1
1
42
150.41
0.50%
672.95
672.20
1 RCP3
6A
DI-2C
CG-2
8
680.32
VDOT STD, IS-1
6B
24
28.18
0.50%
674,34
674.19
RCP3
33
131-213
CG-6
4
681.00
32
15
1 28.22
0.50%
677.19
1377.05
RCP3
31
DI-2B
CG-6
8
681.00
30
15
75.72
0.50%
676.95
676.67
RCP3
29
28
18
130.59
0.50%
676.47
675.81
RCP3
DI-2B
CG-6
8
680.94
\/I STD. 18-1
35
DI-2B
CG-6
8
683.31
VIDOT STD. IS-1
34
15
75.74
0.50%
676.19
675.81
RCP3
37
-UF2-B-
CO-6
6
683.00
\00T STD, IS-1
36
15
74.111
0.50%
676.94
676.67
RCP3
27
P2H
=-2 C
CG-6
12
683.71
WOT STD. 18-1
24
1 28.27
10.50%
676.69
676.55
RCP3
E_T
able 7: Grade Inlet Design fable'T L
- -----
F I T,
j_NLETSON GRADE, DESIGN (CURB
SPREAD AND INLET CAPTURE)
T - f
Intensity 4.GO
(Intewnsi is 4 in/hr for spread, and 6.5 in/hr for capacity and (depth)
nnings (1i , n is 0.013
1 T I
-7-
Inlet
Hydrology I
Curb and Gutter
vs
i
CL
(D
F -
A;
iO.
-
+ It
W
2
.2
0
1�
&
0)
-.
-v
11X6
Al
Z6
>
9
12
A 1� -
0)
a
-
0)
9
B:
to t r C3
a
2E
a
MT
>
<C
di
c6
1
ai va z
18
2B
4.0
0.15
030
0.045
0.18
0.00
0.18
0.0060
0.0200112.0
0.0830
4.1500
0.96
15120
0A463
0.160,
2.26
1.77
0.18
0,00
16
2B
4.0
0.03
0.90
0.027
0.11
0.00
0.11
0.0050
0.0200
2.0
0.0830
4.1500
0.98
3.5120
0.1463
0.1634
1.80
2.22
0.11
0.00
33.
0.09
0.90
0.0.81
0.32
0.00
0.32
0.0,050
0.0200
2.b
0.0830
4.1500
0.88
3.5120
0.1463
0.148.8
-
032
000
31
0.30
0.68
0.204
0.82
0.00
0.82
0.0050
0.0200
;2.0
0.0830
4.1500
0.73
3.5120
0.1463
1.60.82
0.82901
t
for inlets draining to stormwater management facilities, where overland flow to facilities is not avaiiabie, I iz% capture is required at 6.5inthr
Table 7: Grade Inlet Des_ig_n_-fa_b_6_T
INLETS ON G DE, DESIGN (C.
RB SPREAD AND INLET` CAPTURE)
is 4 inthr fors 6.5 in/hr for capacity and depth)
I nsity
nte
(Intensity spread, and
Ma nnings Coefficient, n is 0.013
Inlet
Hydrology
Curb and Gutter
CL
N 9
Z
+
9
C14
tm 4g
Cr
In
E
d C3 cf
(61
18
2B
4.0 1
0.15
0.30
0.045
0.29
0.00
0,29
0.0050
0.0200
2.0
0.0830 1
4.1500
0.90
3.5120
0.1463
0.1517
2.86
1.40
0.29
0.00
-
'16
2B_
4.0
0.03
0.90
0,027
0.18
0.00
0.18
0.0050
0.0200
2.0
0.0830
4.1500
0,96
3.6120
0,1463
0.1605
223
1.79
0.18
0,00
-
33
2B
4.0
0.09
0.90
0.081
0.53
0.00
0.53
0.0050
0.0200
2.0
0.0830
4.1500
0.83
3.5120
0.1463
0.1415
3.82
1.05
0.53
0.00
-
31
2B
&0
0.30
0
0.21�
3
0.00
1.33
, 0.0050
0.0200
2.0
0.0830
4.1500
0.6.5
3.5120
0.1463
0.1151
6.37
1.26
133
0.00
-
forinlets draining to stormwater management facilitissw where overland. flow to facilities
is not available,
I 000/o capture is required at 6.5in/hr
Table 8: Pipe resign Table
41--
PIPE DESIGN--__-
_-T
n 0.025 far CMP n = 0.013 for RCP! In 0.01 for HDPE
Pipe
Hydrology Pipe I
1601
6
9
!2
Coo
E�3i
2
C=
01
CD
E
0
>
>
E
E
rn
w
ui
d
Pipe run: A16-Out
A16
18
11.30
0.75
8.475
8.475
10.00
5.37
45.50
679.15
678.45 . --'[-
140.2
0.013-
0,0_05_0T
W
36
7
7.59
0.31
18
16
�0.03
0,75
0.023
8.498
-
10.31
5.31
0.12
678.35
678.21
27.7
0.013
0.0050
3 6
36
7 r
7.61
0.37
16
14
0.04
0.75
0.030
8.528
10.37
5.30
0.16
6
678.11
677.24
1753
0.013
0.0050
36
7.60
- 6'
71
0.75
14
12
0.10
0.78
0.078
8.606
1035
5.22
0.41
(17
677.14
7 4
676.55
116.9
0.013
0.0050
r
36
3
7.60
7 -60
1.01
I . 2
10
0.16
020
0.144
10.797
11,01
6.18
0.75
67
676.43
6
675.81
127.2
0.013
0.0050
4
42
2
8 16
8.16
1.27
10
8
0.25
0.88
0.220
11.685
11,27
5.13
--- 1.13
675.71
675.35
72.5
0.013
0,0050
42
42
8.28
8 28
1.42
8
6
0.03
0.75
0.023
11.708
11A2
5.10
0.11
675.25
674.19
211.4
0.013
0.0050
42]
8 1
8.28
1.84
6
4
0.21
0.75
0.158
12.833
11.84
5.03
0,79
674Z9
09
673.67
83.9
0.013
0.0050
42
8.37
8
2.01
4
2
0.00
0.00
0.000
12.833
12.01
5.00
0.00
673.57 1
673.05
104.4 1
0,013
0.0050
42
s 36
8,36
2.22
2
our
0.00
0.000
12.833
1222
4.96
0.00
672.95 1
672.20 1
150.,
0.0050
42
8 6
3
2.52
I" run: 6A-6
6A
6..
1.29 035:1
0.968
Pipe run: 33-10
33-- -J
31
0.15
0.75
0.113
0.113
6.00
6.36
0.71
- -T677.05
677.19
28.2
0.013
0.0050
is
2.67
0.18
31
1-29-
0.30
0.68
0.204
0.317
8.50
5.70 ---1.16
A,7
676.95
676.57
76.7
0.013
0,0050
15
Ell
3.48
0.54
29
'10
0.25
0.70
0.175
0.524
8.86
5.61
00
0.98
676-47
675.81
130.6
0.013
0.0060
18
393
109
Pipe run: 35-10
-0.1-
35
io
71
0A5
Pipe run: 37-29
37
29
A�4
0.80
0.032
I" run: 27-12
--T-2-73
27
1._T2
1
0.75
18
: �'��W�82�,040
I
7,00
-pared by:
I
0-1
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Litt. o. 035791
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yt
lNZAMNI
ull
C,
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4
Cr
C
C
Cl
fz
C
Ct
7
C
C
Cl
C
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-
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nt areas where existingim ri crave i r ater than 20.
%\ 3 :��F I ." W9- -_ , I
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- \\ , . a
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__\ S 2 9rf
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-_- �, 1`i� �� / / facility remrks-, t \ /I 11facifity,
I k ii I E1 �norE w
I 0 ; 0.76 69% 117A 50% 2 \ - 6521.7
F ,l - l 8f Ballard Mt Pond Wet ond(4xVW 0% remo� y pond.�
1_-1 - Addiiona_� I I I� i M !l removalprolded by
-
/ "- I z 0 ngh� Bn througthe! � \ _ I � =
_i_�, I 0I 4 1_\ L, I1 Pro -Bata Share Contribution-- �
//,"1,00- .---� _�0 50 100 ,;Ir ii
"�- - I_ mpous araibre d/ , l� Nwpmentdesgnat,wthas canbmnimum 20% . k- -- ��_� , eeoinireaea
/ -�1 . ��'\� 1/ this is most often NOT the entire property, but the portion of the property within the subject drainage a, or the drainage area to the acili/
(7 _ \ i[ / ety
, see Table 131
e 1*OUT ,".- / � Note: WQV shown is WQV� / \
!__ I (c�,ioo)�t. ` -_ .r'1i 11 I /
) 1 , I
i; -f __.,--_` ��I 1
z ' ,/ 4 9 - _ I.,_ - �tS._ I � �, - \ T� � _ ,I I.- �1I / '
, i
/ - 1 >> -.1_/ Detention Complianceable
.,-
�i f" � � V. 1 �_ Z /,
/,. �11 1� rI � 1 I / /@/
r- / ,/
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� I \ , . , 'I O... .... 1. q.. I—- --" L%::�: I " - - �.'. 1 .. i - I , / 7 . _.- ..... %::�:_ �..
DETENTION COMPLIANCE - Block 3
.
project area (acres)
5.8
(roughly equal
to limits of disturbance)
area detained (acrev.)
5.8
percent capture
100%
(should be betty een 80% and 120%)
-
P
0
-
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1)
Is
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ly.
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=3
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a
CL
2 remarks
Detained Areat;
5.8
5.70
21.60
see ultimate analysis
2 Year
5.8
7.60
27.80
see ultimate analysis
-
10 Year
5.8
10.00
36-60
see ultimate analysis
IGO Year
On -detained Areas
-
0
0.0
- 0.0
- ---
-
2 Year
0
0,0
0.0
-
I
- - -
10 Year
0
0,0
0.0
-
I_-
100 Year
T710 t-:' u F uLK 1 BLO K 3 (P BL I ;
II 0 0 /f Ico) II/0 -sw -M IID #2 I.A tI1.30 AC, DRAINS To ftIIOpp, THE SOUTH II40' I'000 1" j�w / 44M
MW =a 10� M No =6 im on. on IIla, IIso 4W IIIIIIIIIIIIItIIIt V D.A. #1 III12.75 AC IIID.A,. #3 EXISTING WEIR t3�03 AC IIDRAINS TO 'HE SOUTH III. ... . ...... tL S, . ..... ...... . it
. ............ .
L.............. ...... . ...... �PU
BL
ItIIItIEXISTING
EXISTING UPPER BALLARD DRAINAGE DIVIDE.- -ION BASIN II FIELD RETEN7 P.) (TY
In IH�C S C ALE LL I400 -o 100 50 ttItIIN F T 60 C K P 0
OL J LO\
'O C
-eK "I 1. 1� , , � E E T4 W/
LK T F) B LO Tomb K "'O 'IT
IIIIIII06 9- ,mmumm, f @ W N� - --- --- /P AND 4 DR4479 D GE I NLErA�i 00 PCfK Ige ink OCK AREAS y CAPTURED 8 4W I I . . ........ �000 PHASE LINE' ..... ..... ...... DA=1.6r9 Ac. STORMWATER EXIS77NG
BLOCK #2 @ IDIVIDING BLOCK 3 INTO PHASES IIV=O. 78 MANAGEMENT IIA AND B -6 5 min c ... ...... BASIN 11 ff 2 VC III.........
r ... . ..... ...........
lie -)7- II16 IIIBLOCK #3 BLOCK #4 IBLOCK #1 BLOCK #3 PHASE A DA =4.33 Ac. DA=5,,28 Do I I - I DA =3.35 Ac. PHASE B DA= 2.41 Ac. IT 7 0 min. Cw=0.86 Cw=,O. 78
Cw=0.80 Tc=5,0 min. Tc=5.5 min. CW=0.70 Tc=6. 0 min IL 7
I
....... ..... .. I................ l......... ItCic LOCA77ON OF PROPOSED E S TORM SEWER 1OUTFALLING 200 IIINTO THE UPPEiR BALLARD IFIELD STORMWATER 'MANAGEMENT POND F� T in f 0 ft. II
Table 12: Water Quality Compliance table
WATER QUALITY COMPLIANCE - Block 1, Block 2 (portion of), Block 3 (portion of), Block 4
project area
17.1
(should be roughly equal to limits of disturbance)
area captured
17.1
percent capture
100%
(should be 90% or better)
f, factor
1.0
(1.0, or 0.9 for sites in the deuslopment areas where existing impervious covar is greater than 20%)
(D
,1D
E
_1D
-6
>
>
0
>
>
CL
.-
CL
. - 9 facility type
E
9
9
rernarks
Existing LIpper
17.1
---0.20
0.79
70%
3628.2
50%
25554.0
7.0
-
Ballard Wet Pond
Wbt Pond (4 x MV)
50% remmal provided by pond.
Additional removal pro�hded by
Lickinghole Basin through the
Pro-Rata Share Contribution
impervious area
before development in-desig-nated growth areas can Li a minimum 20%
this is most often NOT the entire property, but the portion of the property within the subject drainage area, or the drainage area to the facility
*** see Table 13
Note: WQV shown is 4 x WQV
DETENTION COMPLIANCE - Block 1, Block 2 (portion of), Block 3 (portion of), Block 4
project area (acres)
ITA
(roughly equal to lints of disturbance)
area detained (acres)
1TA
percent capture
1010%
(should be between 80% and 120%)
fD
CL
�a
CL
0
rernarks
Detained kreas
17.08
16.90
55.40
see u irriate analysis
2 Year
17.08
�99.60
72.95
see ultimate analysis
I 0 Year
17.68
29.80
94.60
see ultimate analysis
1 00 Year
Un-d Aained Areas
0
2 ear
0
C
-0.0-L
10 Year
0
0.0
IGO Year
!/P
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GRAPHIC SCALE
0
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1600
400 800
400 0 200
0 ij
IN FEET
7 77
'A
1 inch = 400 ft. -\7
A-
- N/A
iffr) -TELD P GN
'R F
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JM% M a A
-I AN,
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A!w T",, E'�\ Rf", T
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UINMENT S' __MA/
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OCK #2
BLOCK #3
P1
Q_ -A- =1
.69 Ac. Bi OCK #1
4ASE B L)
0
D _n D A =433 Ac.
D.A. =2,41 AC.
N
0
'00 -0
At'!
PHASE
0
D.A. =3.35 Al
BLOCK #4
4�
D.A. =5.28 Ac.
Q
F!
2
V
q
LOCA77ON OF PROPOSED STORM
EXISTING
UPPER
V'SEWER OUTFALLING INTO UPPER
BALLARD FIELD
[P
JQ BALLARD FIELD STORMWATER
I%
RETENTION BASIN 11
TWIA
MANAGEMENT BASIN II
Aid� V
rj
0
fl,
X
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400 0
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om
D.A.#4
�FAVME
mmm
ow
Table 12: Water Quality Compliance table
WATER QUALITY COMPLIANCE - Ultimate Development for Upper Ba. Ilard Field Pond
project area
52.2
(should be roughly equal to limits of disturbance)
area captured
52.2
percent capture
100%
(should be 90% or better)
f, factor
1.0
(1.0, or 0.9 fbr sites in the development areas where existing
impeNous cover is greater than 20%)
2
-0.
M
P
CL
CD
E
0
0
>
>
facility narre
E
E 2 facility type
FE
I'D
F
F
rernarks
Existing Upper
153.1
0.20
0.55
580/0
22638.8
50%
26554.01
1.1
Ballarc! Wet Pond
Wet Pbnd (4 x MV)
50% removal proNided by pond.
Additional remo)al prmided by
Lickinghole Basin through the
Pro-Rata Share Gontribution
* impervious area before development in designated growth areas can be a minimum 20%
this is most often NOT the entire property, but the portion of the property within the subject drainage area, or the drainage area to the facility
*** see Table 13
Note: WQV shown is 4 x WQV
Table 14: Detention Compliance table
DETENTION COMPLIANCE - Ultimate MM for Upper Ballard Field Pond
project area (acres)
153.1
(roughly equal to lints of disturbance)
area detained (acres)
153.1
percent capture
100%
(should be between 80% and 120%)
VD
(D
W
ca
(D
41
i!
0
CL 2 remarks
Detained Areas
153.1
83.29
151.60
53.35
2 Year
153.1
115.69
210.50
66.03
10 Year
153.1
208.23
303.20
110-06
IGO Year
Un-detained Areas
0
0.0
-
12 Year
0
0,0
0-0
- .....110Year
0
C
C
0
T 0
SCOTT . OLLINS <
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SCALE
1 ty 01
=Ion
SHEET NO.
SWM-3
.100%
UPPER BALLARD FIELD POND - STORMWATER MANAC7EMENT ANALYSIS
IF! oar is
11 11
POST-DEVEL O_PA4-FNT IMPERVIOUS-NESS.-
EXIST AREA 100. 9 ac.
EXIST C O.J0
PROPOSED AREA 55.1 cc.
PROPOSED C 080
IMPERVIOUS AREA: (100.9*0.30)+(55.1-*0.80) = 84.44 ac.
SUMMAEY-
REMOVAL REQUIRED. 5870
REMOVAL PROVIDED. REIEN77ON BASIN 11 = 5OX (REMAINDER OF
REMOVAL RATE ACHIEVED W177-1 CON7RIBURON TO PRO-RATA SHARE)
48,45
Ef. 679�0 -----.--- .. - - - 21
TOP OF DAM 4 TOP OF
A4
A too M WATER ELEX El. 67$.6.9
4
4 4
El., 67-5.1 10 YR WATER ELEV. El. 674.97,q4
2 YR WA £LEV.-El, 674.50
4 .4- 4
4 T
4 Q. --4 4 4'
4
NORMAL W.S. ELEV. = 672.6'1 \6- THICK 30,70 RSI CONC. W1
6X6 W*F & CURTAIN WALLS ON
1.5'X3* FOOTING Z DOWNSTREAM END.
ZXJS 7 7 _f r W POW 0 #fffR 0eTX1L
(NOT TO SCALE)
7.12
679.00 1
El.
WA TER QUALITY VOLUME REQUIRED.- (5,660 cy * 4) = 22,640 cy 20, - Crest Of Dam-==�
,I Wwf-, Clay Liner to be applied to the entire face of dam
This liner Shall consist of 2' CH (Clay) material
WA 7ER QUALIFY VOLUME PROVIDED. wits
Liquid Limit > 50, Plasticity > 25 &
POND AREA @ 672.6 = 163,786 SQ FT permeability = I x 10 -6 cm1s or lower
Clay liner shall be benched and compacted
POND AREA @ 668 = 136,192 SO FT in accordance with VVOT Specifications.
6' of Topsoil shall be applied over the
(((16J,786 + 1.36,192)12)*4.6)12-7 = 25,554 CY clay liner and seeded
25,554 CY > 22,640 CY
Type... Master Network Summary Page 1.01
Name... Watershed
I'lle... U\Land Projects 2007\02000-Old Trag\02002\Ca1cs\$TM\E)aSTINGUPPERBAUARDFIELOPOND-PPW
MASTER DESIGN STORM SUMMARY
Default Network Design Storm File, 11) Albemarle Coun
Rainfall
Return Event Type IDF ID
-------- ---- - ---- -----------------
Dev 2 I-D�F Curve 2 Yr
Dev 10 I-D-F Curve 10 Yr
DeAO0 I-D-F Curve 100 Yr
MASTER NETWORK SUMMARY
Modified Rational Method Network
(*Node=Outfull; +Nods=DIversIon;)
(Trun= HYG Truncation. Blank=None; L=Left; R=Rt, LR=Left&Rt)
Max
Return
HYG Vol
Qpeak
Qpeak
Max WsEL Pond Storage
Node ID --TypEvent -- -
--------------e ---
ac-ft Tru--- n
------ --
hrs
---- -
ofs
- -----
ft ac-ft
---- -------- -- ------
------------
EX AREA TO POND AREA
2
5.163
.7500
83.29
EX AREA TOPOND AREA
10
7.171
.7500
115.69
EX AREA TOPOND AREA
100
12.907
.7500
208,23
*EX OUTFALL JCT
2
5.280
1.3100
20.11
*EX OUT FALL JCT
10
7.625
1.2900
3Z35
*EX OU7FALL JCT
100
14234
1.2400
71.17
EASTING PONDIN POND
2
6.165
.7500
83.29
EXISTING PONDIN POND
10
8.534
.7500
115.69
EXISTING PONDIN POND
100
151,180
.7500
208.23
EXISTING PONDOUT POND
2
113.280
7.625
1.3100
1.2900
20.11
32.35
673-85 5.076
674.23 6.728
E)(ISTING PONDOUT POND
EXISTING PONDOUT POND
10
100
14.234
1.2400
71.17
675.18 11.083
NEW AREA. TOPOND AREA
2
1.002
.2273
53.35
NEW AREA TO POND AREA
10
1.363
.2373
66.03
NEW AREA TO POND AREA
100
2-272
.2373
110.06
Type... Mod. Rational Graph Page 3.04
Nme.., EX AREA To POND Tag: Dsv100 Event 100 yr
File.... U\Land Projects 2007\02000-Old Trall\020.02\Coics\STM\EAS'nNGk1PPERBALLARDFIELDPOND.PPW
Storm... 100 Yr Tag.- Dev,100
MODIFIED RATIONAL METHOD
---- Graphical Summary for Maximum Required Storage ----
Method I
Q = CIA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN rREQUENCY: 100 yr Allowable Outflow: 206.46 efs
Adjustment 1.000 Required Storage. .089 ac-ft
STORM DURATION = To for Max.Storage
--------------------------------------------------
* Peak Inflow. 208.23 cfa
* HYG File: Dev100 -----------
To-- .7500 bra
4.5000 In/hr Area = 131.120 acres
208.23 cis Weighted C = .350
Adjusted C = .350
Required Storage
.089 ac-ft
0 0 0 Q = 206.46 ofs
o Ia (Allow.Outflow)
0
0 NOT TO SCALE
0
--------------- ---- ----------------------
.7564 hm. T
- Edge of Shoulder to CIL
El. 680.05
C IL POINT OF RVW
FINISHED GRADE
RI, 11 S7D, CG-6 EL. = 679.67 4' CONCRETE
2 CURB & -12 SIDEWAILK�
GUT7ER
2,5 1J-----� 2,5 2
OL D TR"L PRM
.1 6 75, 0
-�00S�77NOCRO�UND�������
.9XfST1ff6! PO C-ROSS STOTIOW
(NOT TO SCALE)
Type.... Mod. Rational Graph Page 3.02
Name... EX AREA TO POND Tag: Dev 2 Event: 2 yr
FIle... L-\Lcnd Projects 2007\02000-01d Trall\02002\Calcs\STM\E)OSIlNGUPPERBA11ARDRELDPOND.PPW
Storm... 2 Yr Tag: Dev 2
MODIFIED RATIONAL METHOD
---- Graphical Summary for Maximum Required Storage ----
Method I
Q = CIA * Units Conversion. Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY: 2 yr Allowable Outflow: 82.58 eft
'C! Adjustment- 1.000 Required Storage: .042 ac-ft
STORM DURATION = Tc for Max.Storage
---------------------------------------------------------------------
• Peak Inflow. 83.29 cfs
• HYG File. Dev 2
Q I
To= .7500 hrs
1 = 1,8000 In/hr Area = 131.120 acres
Q = $3.29 oft Weighted C = .350
Adjusted C = .350
Required Storage
-
----------- 042 ac-ft
0 0 0 Q = 82.58 cfs
o (Allow.Outflow)
0 NOT TO SCALE
0
---------------------- I -------------------------
.7564 hrs T
Type... Mod. Rational Graph Page 3.06
Name... NEW AREA TO POND Tag: Dev 2 Event. 2 yr
File... L-\Land Projects 2007\02oco-Old Trafl\02002\Calcs\STM\EYJSTINGUPPERBAU-ARDFIELDPOND.PPW
Storm... 2 Yr Tag: Dev 2
MODIFIED RATIONAL METHOD
---- Graphical Summary for Maximum Required Storage ----
Method I
Q = CIA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
RETURN FREQUENCY, 2 yr Allowable Outflow. 50.02 ofs
*C* Adjustment- 1.000 Required Storage. .063 ac-ft
STORM DURATION = Tc for Max.Storage
* ---------------------------------- ---------------------------------
• Peak Inflow. 53.36 efs
• VYG Fllw. Dev 2
MW i
To= .2273 bra
I = 3.6360 In/hr Area = 18.900 acres
.0 = 53.36 cfe Weighted C = .770
Adjusted C = .770
Required Storage
------------- 063 ac-ft
oats Q = 50.02 cfs
0 1. (Allow.Outflow)
0 Ia
a I e NOT TO SCALE
0
10
---------- -------------- I ------------------------
.2415 hrs T
Type.., Mod. Rational Graph Page 3.03
Name... EX AREA TO POND Tag: Dev 10 Event: 10 )r
File... L:\Land Projects 2007\02000-Old Trafl\02002\Calcs\STM\E)OSIINGUPPERSALLARDFIELDPOND.PPW
Storm... 10 Yr Tag: Dev 10
MODIFIED RATIONAL METHOD
---- Graphical Summary for Maximum Required Storage ----
Method I
CIA * Units Conversion; Where Conversion = 43560 / (12 * 3600)
* RETURN FREQUENCY. 10 Allowable Outflow: 114.70 cis
* 'C' Adjustment 1.000 1 Required Storage. .058 ac-ft
STORM DURATION To for Max.Storage
----------------- ------- -------
Peak Inflow: 115.69 efs
'.IYG File., Dev 10
Te- .7500 bra
1 = 2.5000 In/hr Area = 131.120 acres
0 = 115.69 cfs Weighted C = .350
Adjusted C = .350
Required Storage
------------ ,058 ac-ft
� ,aa jaa
0 0 0 Q = 114.70 efs
0 (Allow.Outlow)
0
0 NOT TO SCALE
0
0
----------------------- ------------------------
.7564 hrs T
Type... Mod. Rational Graph Page 3.07 Name.... NEW AREA TO POND Tag: Dev 10 Event. 10 yr
File... L.-\Land Projects 2007\02000-01d Trall\02602\Ccics\S-rM\E)USTINGUPPERBALLARDFIELDPOND.PPW
Storm... 10 Yr Tag: Dev 10
MODIFIED RATIONAL METHOD
---- Graphical Summary for Maximum Required Storage ----
Method I
R
R.CIA * Units Conversion; Mere Conversion = 43560 / (12 * 3600)
• RETURN Nei 1, 10 1 Allowable Outflow: 65.82 ofs
• 'C' Adjustment. 1.000 Required Storage: .066 ac-ft
------------------------
4
Peak Inflow: 66.03 efs
.HYG File. Dev 10
Td = .25W hrs I Return Freq: 10 yr
------- Approx. Duration for Max. Storage ------ / C ad1factor.1.000
Tc= .2273 hrs
I = 4.7360 In/hr Area = 18.900 acres
Q = 69.50 cfs Weighted C = .770
Adjusted C = .770
Required Storage
.066 ac-ft I Td= .2500 hrs
I 1 4.5000 In/hr
x X x x X x Ax X x x x x x x x X x Q 66.013 cfs
x x
0 0 = 65.82 cfs
x 0 Ix (Allow.Outflow)
x 0 1
x 0 a NOT TO SCALE I x
x 0
x
---------------------------------------------------- ------------
.2507 ham T
Type... Te Caics Page 101
Name.... EX AREA TO POND Tag: POST
I'Tie.... L*.\Land Projects 2007\02000-Old Trofl\02002\Colcs\STM\EXISTINGUPPERBALLARDFIELDPOND.PPW
TIME OF CONCENTRA71ON CALCULATOR
.. I ............................. I ... I... I ............. ...... ..........
........................................................................
Segment #1 Time. .7500 hrs
------------------------------ ----------------------------------------
Total To: .7500 hrs
Type- To Cales Page 2.03
Name.... NEW AREA TO POND Tag: POST
File... U\Land Projects 2007\02000-Old Trcfl\02002\Calcs\STM\EYJSIINGtJPPERBALLARDFIELDPOND.PPW
TIME OF CONCENTRA71ON CALCULATOR
------------------------------------------------------------------------
Segment #1: Tc. User Defined
Segment #1 Time: .2273 hrs
----------------------- -------------------------------------------------
Total To: .2273 hrs
Management
1. All dams and constructed fill to be within 95% of maximum dry density
and 2% of optimum noisture 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 se(Jiment traps or basins which are to be converted to
permanent stormwater management facilities; conversion is not to take place
until the site is staHiized, and permission has been obtained from the
County erosion contr.-)l inspector.
Type... Mod. Rational Graph page 3.08
Name..... NEW AREA TOPOND Tag: Dev100 Event- 100 yr
File... L-\Lcnd Projects 2007\02000-Old TraH\02002\Calcs\S7M\EYJS*nNGUPPERSALLARDFIELDPOND.PPW
Storm... 100 Yr Tag: Dev100
MODIFIED RATIONAL METHOD
---- Graphical Summary for Maximum Required Storage ----
Method I
Q = CIA Units Conversion; Where Conversion = 43560 (12 * 3600)
---------------
--- --------
RETURN FREQUENCY-. 100 yr Allowable Outflow. 107.94 efs
'e Adjustment- 1.000 Required Storage. .145 ac-ft
---------------------------------------------------------------------
Peak Inflow: 110.06 efs
HIYG File. Dev100
a]
Tat = .2500 hrs I Return Freq: 100 yr
------- Approx. Duration for Max. Storage ----'-----/ C ad1factor.1.000
To= .2273 hrs
I = 7.7720 In/hr Area = 111900 acres
Q = 114.05 oft Weighted C = .770
I Adjusted C = .770
pie
Required Storage
.145 ac-ft Td= .2500 hre
I 1 7.5000 In/hr
x x x x x x xlx x x x x x x x x x x 0 110.06 cfs
x
o Q = 107.94 cfs
x 0 Ix (Allow.Outflow)
x 0 NOT TO SCALE I x
x 0
0 x
-------------------------------- ------------------
.2544 hrs T
GEN ALBEMARLE COUNTY NOTES DESCRIPTION OF EROSION & SEDLMENT EROSION
CONTROL
1g0ADS I. OWNER\DEVELOPER. MARCH MOUNTAIN PROPERTIES L.L.C. NOTES .cV.i9R
BEIGHI S DEVELOPMENT CORPORA 77ON CONTROL .�E 9 PURPOSE:
t EXISTING CULVERT % MR. GAYLON BEIGHTS ERI�SION AND SEDIMENT QQNZROL MEASURES
THE PURPOSE OF THE LAND DISTURBING ACTIVITY IS TO CREA7E POOL SITE, PARKING LOT, AND ROADS
r CULVERT 800 E. :JEFFERSON STREET ES-1: UNLESS OTHERWISE INDICATED, ALL VEGETATIVE AND STRUCTURAL IT IS AN7ICIPA7ED TO USE CONS7RUC77ON ENTRANCES, DIVERSION DIKES, EXISnNG CDNNEC77NG THE POOL TO EXfSnNG ROADS WITHIN THE DEVELOPMENT THE TOTAL AREA TO BE DISTURBED
WITH THIS PHASE OF 7HE DEVELOPMENT IS 21.5 ACRES
CHARLOTTESVILLE. VIRGINIA 22902 EROSION AND SEDIMENT CONTROL PRACTICES WILL BE CONSTRUCTED SEDIMENT BASINS, AND SILT FENCES WILL BE INSTALLED TO CONTROL SURFACE DRAINAGE. EXJS77hIG sl]E CO�j( ITjONc;.
TELEPHONE.' (434) 245-0100 AND MAINTAINED ACCORDING TO MINIMUM STANDARDS AND 7EMPORARY SEEDING WILL BE USED IMMEDIATELY FOLLOWING ALL LAND DISTURBANCE AT PRESENT, THE MAJORITY OF THIS SITE IS AN OPEN GRASS FIELD WITH NO VEGETATION. THE SITE SLOPES
DROP INLET &STRUCTURE N(7 SPECIFICATIONS OF THE VIRGINIA EROSION AND SEDIMENT CONTROL ACnVInES. TEMPORARY STOCKPILE AREAS WILL BE MAINTAINED FROM TOPSOIL 77aAT WILL OFF TO 77aE NORTH TOWARD LICKINGHOLE CREEK. THE EXISTING SITE IS EAST OF OLD TRAIL DRIVE, AND
CURB
FAX: (434) 245-0300 HANDBOOK AND VIRGINIA REGULATIONS VR 625-02-00 EROSION AND BE S7RIPPED FROM AREAS TO BE GRADED AND STORED FOR LA7E-R SPREADING. MOST OF THE DRAINAGE FROM THE S11E DRAINS TO LICKINGHOLE CREEK. THE PROJECT S17E IS NOT WITHIN
ENGINEER. COLLINS ENGINEERING SEDIMENT CONTROL REGULATIONS. THE FLOODPLAIN BUT 1S ADJACENT TO THE FLOODPLAIN AND STREAM BUFFER
CURB & GUTTER ES-2: THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK STOCKPILE LOCAnONS SHALL BE ON SITE AND SHALL BE STABILIZED WITH A TEMPORARY
SOO E. JEFFERSON STREET PRIOR TO THE PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO VEGE'TA77VE COVER. PERMANENT SEEDING WILL BE PERFORMED FOR ALL AREAS WHICH A J A `
PROPOSED PAVEMENT CHARLOTTESVILLE, VIRGINIA 22902 THE COMMENCEMENT OF LAND DISTURBING ACTIVITY, AND ONE WEEK WILL NO LONGER BE EXCAVATED AND WHERE CONSTRUC77ON AC77W77ES HAVE CEASED. THIS SITE' IS BORDERED BY FUTURE OLD TRAIL DEVELOPMENT TO THE SOUTH, OLD TRAIL DRIVE' TO THE WEST
TELE. (434) 293-3719 FUTURE" OLD TRAIL DEVELOPMENT TO 7NE EAST, AND LICKINGHOLE CREEK TO 7HE NORTH FUTURE LOCA770N'
PRIOR TO THE FINAL INSPECTION. PERMANENT SEEDING SHALL ALSO BE PERFORMED FOR ALL DENUDED AREAS WHICH W/LL
r----- EC-�3A DITCH E-MAIL:Scott@Collins-Engineering.com ES-3: ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED BE LEFT DORMANT FOR A YEAR OR MORE SELEC77ON OF SEED MIX77jRE WILL DEPEND ON OF OLD TRAIL PARK). THE UNDEVELOPED RESIDEN77AL TRACTS ARE UPSTREAM OF THIS PROPERTY. EROSION
CONTACT. MR. SCOTT COLLINS PRIOR TO OR AS THE FIRST STEP IN CLEARING. THE 77ME OF YEAR APPLIED. CONTROL MEASURES SUCH AS SEDIMENT 7RAPS .SILT FENCES AND DIVERSION DIKES SHALL BE U77LIZED TO
DEPTH OF EC 3A DITCH 7E'MPORARY SEEDING WLL; BE PERFORMED FOR ALL DENUDED AREAS WHICH WILL BE LEFT '
6 J. TAX MAP NO,; CJ55E0-01-00-OOOA1 ES-4: A COP'(' OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN CONTAIN THE LAND DISTURBANCE AC77i//TY AND PROTECT LICKINGHOLE CREEK
MARCH MOUNTAIN PROPERTIES LLC SHALL BE MAINTAINED ON THE S1TE AT ALL TIMES. DORMANT FOR MORE THAN SEVEN DAYS THESE AREAS SHALL BE SEEDED WITH FAST OFFSITE LAN 11IR ' ''
EC-2 DITCH ES-5: PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER
CHA L JEESVILL , STREET GERMINA nNG VEGETA TON IMMEDIA TEL Y FOLLOWING GRADING OF THOSE AREAS. SELEC77ON NO OFFS/TE LAND DISTURBANCE 1S PROPOSED. ALL LAND DISTURBANCE IS TO OCCUR WI THIN THE LIMITS OF
CHARLOTTESVILLE, VIRGINIA 22902 THAN INDICATED ON THESE PLANS (INCLUDING BUT NOT LIMITED TO, OF SEED MIXTURE WILL DEPEND ON THE 77ME OF YEAR APPLIED. DISTURBANCE AS SHOWN.
( .6" DEPTH OF EC-2 DITCH OFF -SITE BORROW OR WASTE AREAS), THE CONTRACTOR SHALL JTI dlR. A
SUBMIT A SUPPLEMENTARY EROSION CONTROL PLAN TO THE OWNER CONSTT'UCnOr ENTRANCE' THIS SITE IS ADJACENT AND UPSTREAM OF THE FLOODPLAIN ASSOCIATED WITH LICKINGHOLE CREEK AND
EARTH DITCH 4. ZONING NMD NEIGHBORHOOD MODEL DISTRICT - FOR REVIEW AND APPROVAL BY THE PLAN APPROVING AUTHORITY. A STABILIZED PAVED CONSTRUC77ON EN7RANCE W17H A WASH RACK LOCATED AT POINTS THISWE7L117E LOCATED NEAR LICKINGHOLE CREEK. SPECIAL ATTENTION SHALL BE GI
VEN VEN TO THESE AREAS
tl�®-�..�.® -- * IN ACCORDANCE WITH TABLE 7 /N THE CODE OF DEVELOPMENT, ES 6: THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY OF VEHICULAR INGRESS AND EGRESS ON A CONS7RUCnON SITE. TO REDUCE 7HE DURING THE FILLING AND GRADING OPERATIONS TD ENSURE RUN-OFF FROM TGIF CDNSTT?UCTTDN ACTIVITIES
DRIVEWAY CULVERT BLOCK 3 HAS NO MINIMUM SETBACKS ADDITIONAL EROSION, CONTROL MEASURES NECESSARY TO PREVENT AMOUNT OF MUD TRANSPORTED ONTO PAVED PUBLIC ROADS BY MOTOR VEHICLES OR DOES NOT IMPACT THE` FLOODPLAIN, WETLANDS, OR DOWNHILL STREAMS EROSION AND SEDIMENTATION AS DETERMINED BY THE PLAN RUNOFF �( jrC O COBUG®N,
BENCH MARK 5. USE.' MEDIUM -DENSITY MIXED -USE DEVELOPMENT APPROVING AUTHORITY. * I ES-7 ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONSTRUC7T0N ENTRANCES SHALL BE INSTALLED AS SHOWN ON THE PLANS TO REDUCE 1. N077FY ALBEMARLE COUNTY ENGINEERING AND PUBLIC WORKS DEPARTMENT TO SCHEDULE A
- ,,.q - - - CLEARING LIMITS 6.
NUMBER OF LOTS' 1 PROPOSED FOR PHASE A CONTROL MEASURES AT ALL TIMES DURING LAND DISTURBING EDD THE AMOUNT SEDIMENT TRANSPORTONTO PUBLIC ROADWAYS PRE -CONSTRUCTION MEETING AS REQUIRED.
_
7. UTILITIES: SEWER: COUNTY SEWER -AVAILABLE ON THE SITE ACTIVITIES AND DURING SITE DEVELOPMENT UNTIL FINAL STABILIZATION SILT FENCE• 2. FLAG THE LIMITS OF DISTURBANCE, THE FLOODPLAIN, STREAM BUFFERS, AND WETLANDS LIMITS, ALL
as V'DOT STANDARD STOP SIGN WA TER: COUNTY WA TER .- AVAILABLE ON THE SITE IS ACHIEVED. A 7EMPORARY SEDIMENT BARRIER CONSIS77NG OF A SYNTHE77C FILTER FABRIC STRETCHED WETLANDS ARE TO REMAIN. THERE SHALL BE NO IMPACTS TO THE WER.ANDS AND FLOODPLAIN.
ES-8: DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED INTO AN ACROSS AND ATTACHED TO SUPPOR17NG POS7S AND EN7RENCHED. TO IN7FRCEPT AND 3 NO EROSION CONTROL MEASURES MAY BE REMOVED DURING THE CONSTRUCTION PROCESS WITHOUT THE
200EXISTING CONTOUR 8. SUBDIVISION STREETS: CURB & GUTTER PUBLIC ROADS APPROVED WATER FILTERING DEVICE. APPROVAL FROM THE INSPECTOR OL MEASURES ARE ON THE PROJECT ALL EROSION AND SEDIMENT CONTR DETAIN SMALL AMOUNTS ;CIF SEDIMENT FROM DISTURBED AREAS DURING CONSTRUCnOP! TO BE PLACED PRIOR TO OR AS THE FIRST STEP IN CLEARING.
ES-9: THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES
9. DRAINAGE DISTRICT LICKINGHOLE DRAINAGE BASIN OPERA770NS IN ORDER TO PREVENT SEDIMENT FROM LEAVING THE SITE To DECREASE 4 INSTALL THE PAVED CONS7RUC770N ENTRANCE AND WASH RACK LOCATED OFF THE' SECOND TRAFFIC
2I70 PROPOSED CONTOUR 10. WA TERSHED: S. RI VANNA RESERVOIR - WA TER SUPPL Y PROTECTION AREA PERIODICALLY AND AFTER EACH A RUNOFF--O MAINTAIN RAINFALL EVENT. THE VELOCI P/ OF SHEET FLOWS AND LOW- TO -MODERATE LEVEL CHANNEL FLOWS THE CIRCLE AS SHOWN ON THE PLANS CONSTRUCTION ENTRANCES WHERE CONSTRUCTION VEHICLE ROUTES
ANY NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE
EFFECTIVENESS OF THE EROSION CONTROL DEVICES SHALL BE MADE SILT FENCE BARRIERS SHALL BE INSTALLED DOWN SLOPE OF AREAS W17H MINIMAL lN7FRSECT PAVED PUBLIC ROADS, PROVISIONS SHALL BE MADE TO MINIMIZE THE TRANSPORT OF SEDIMENT
GRADES TO FILTER SEDIMENT LADEN RUNOFF FROM SHEET FLOW AS INDICATED. THEY BY (VEHICULAR) TRACKING ONTO THE PAVED SURFACE.
240.55 PROPOSED SPOT E'LE"►lATJON 11. TOPO &' SURVEY* PROVIDED BY JENNINGS-STEPHENSON, PC. IN DECEMBER
.�--- TBC DENOTES TOP/BACK OF CURB OF 2006�SHALL BE INSPE'C7ED IMMEDIATELY AF7FR EACH RAINFALL AND MAINTAINED IN ROAD SURFACE, THE ROAD SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL
T/8 DENOTES TOP OF BOX . IMMEDIATELY. WHERE SEDIMENT IS TRANSPORTED ONTO A PUBLIC
12. CONTRACTOR SHALL VERIFY LOCATION AND ELEVATION OF ALL UNDERGROUND
• CONTROLNOTES ACCORDANCE NTH THE,VIRGINIA EROSION & SEDIMENT CONTROL HANDBOOK (VESCH). BE REMOVED FROM 7HE ROADS BY SHOVELING OR SWEEPING AND TRANSPORTING TO A SEDIMENT CONTROL
P�MAN NT STABILIZ.A.77QN• DISPOSAL AREA. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED /N THIS MANNER.
WSHOWN PLANS IN AREAS OF CONSTRUCTION PRIOR TO STARTING 1 THE PLAN APPROVING AUTHORITY MUST BE NOTIFIED ONE WEEK PRIOR TO THE THE ESTABLISHMENT OF PERENNIAL VEGETATIVE' COVER ON DISTURBED AREAS BY THIS PROVISION SHALL APPLY TO INDIVIDUAL SUBDIVISION LOTS AS WELL AS TO LARGER LAND DISTURBING
WOORK.RK. C CONTACT ENGINEER IMMEDIATELY IF LOCA.TION OR ELEVATION !S PRE -CONSTRUCTION CONFERENCE, ONE WEEK PRIOR TO THE COMMENCEMENT OF ACTIVITIES: THIS CONSTRUCTION ENTRANCE SHALL REMAIN OPERA77ONAL AT ALL TIMES DURING THE
DIFFERENT FROM THAT SHOWN ON PLANS, IF THERE APPEARS TO BE A AREAS.
SEED. TO REDUCE EROSION AND DECREASE SEDIMENT YIELD FROM DISTURBED CONS7RUCT70N AC77WTY BARRICADES ARE TO BE INSTALLED ACROSS THE INTERSECTIONS OF THE
LAND DISTURBING ACTIVITY, AND ONE WEEK PRIOR TO THE FINAL INSPECTION. AREAS TO PERMANElV7Z.Y STABILIZE DISTURBED AREAS IN A MANNER THAT 1S
CONFLICT OR UPON DISCOVERY OF ANY UTILITY NOT SHOWN ON THE PLANS. 2. ALL EROSION AND SEDIMENT CONTROL MEASURES WILL BE CONSTRUCTED AND ECONOMICAL, ADAPTABLE TO SITE CONDInONS, AND ALLOWS SELEC770N OF THE MOST PROPOSED ROADS WITH OLD"7RAIL DRIVE.
MAINTAINED ACCORDING TO MINIMUM STANDARDS AND SPECIFICATIONS OF THE 5. E'X7E•ND THE EXIS77NG 42 PIPE AS SHOWN ON THE SITE PLAN, PIPE EXTENSION MUST BE COMPLETED
APPROPRIATE PLANT MATERIALS. TO IMPROVE WILDLIFE HABITAT. TO ENHANCE NATURAL PRIOR TO ANY 07HER LAND DISTURBING AC77WTY. INSTALL THE IN177AL C0NS7RUC770N MEASURES AS SHOWN
� COLLINS ENGINEERING SHALL NOT HAVE AUTHORITY OVER CONTRACTORS VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK AND VIRGINIA
WORK, SAFETY PRECAUTIONS, SCHEDULES, OR COMPLIANCE WITH LAWS AND REGULATIONS VR 625-02-00 EROSION AND SEDIMENT CONTROL REGULATIONS BEAUTY UPON COMPLEnON OF CONS7RUC770N ACTJVf17ES, ALL AREAS WILL RECEIVE A ON THE PHASE I EROSION CONTROL PLAN. THIS INCLUDES SEDIMENT BASINS 1 AND 2 AND THE SEDIMENT
REGULATIONS. WE SHALL NOT ASSUME RESPONSIBILITY FOR ANY J. ALL EROSION AND SEDIMENT CONTROL MEASURES ARE TO BE PLACED PRIOR TO PERMANENT VEGETA77VE COVER. 7RAP SOUTH OF THE CONSTRUCTION ENTRANCE. ALSO, INSTALL TEMPORARY DIVERSION DIKES, AND SILT
* VIRGINIA EROSION I SEDIMENT CONTROL OR AS THE FIRST STEP IN CLEARING. TEMPORARY SEEDING: FENCES AS SHOWN ON THE PHASE / PLAN. THE SEDIMENT BASINS AND SEDIMENT TRAP SHALL BE U77LIZED
EROSION � HANDBOOK S'PECIFICA770N NUMBER CONSTRUCTION STARTED PRIOR TO PLAN APPROVAL. 4. A COPY OF THE APPROVED EROSION AND SEDIMENT CONTROL PLAN SHALL BE 7HE ESTABLISHMENT OF A TEMPORARY VEGETA77VE' COVER ON DISTURBED AREAS BY THROUGHOUT PHASE I & 11 THROUGH THE DURATION OF THE GRADING OF THE PROPERTY. DIVERSION DIKES
ll�MAINTAINED ON THE SI TE A T ALL TIMES. SEEDING WITH APPROPRIATE RAPIDLY GROWING ANNUAL PLANTS TO REDUCE EROSION AND STORM SEWER, BOTH PERMANENT &TEMPORARY SHALL BE USED TO DIVERT RUN-OFF INTO THE 7RAP S
STB f I I `i I I I I STRAW BAIL BARRIER J. ION ��,�,,�,, I 5. PRIOR TO COMMENCING LAND DISTURBING ACTIVITIES IN AREAS OTHER THAN AND SED/M,ENTA77ON BY STABILIZING DISTURBED AREAS THAT WILL NOT BE BROUGHT TO ENSURE POS177VE DRAINAGE ALONG THE DIVERSION DIKES IN THE DIREC770N AS SHOWN ON THE EROSION
CONTROL INDICATED ON THESE PLANS (/NLUD/NG, BUT NOT LIMITED TO OFF -SITE BORROW FINAL GRADE FOR A PERIOD OF MORE THAN 30 DAYS TO REDUCE DAMAGE FROM CONTROL PLAN SEDIMENT BASIN #1 WILL BE MODIFIED /N PHASE J/ WITH THE GRADING OF MARLEBECK DRIVE.
{DD DV it TEMPORARY DIVERS1t)N DIKE .30D MEASURES.-- OR WASTE AREAS), THE CONTRACTOR SHALL SUBMIT A SUPPLEMENTARY SILT FENCE WILL HELP F10ER ANY SEDIMENT LADEN RUN --OFF THAT DOES NOT MAKE IT INTO A TRAP OR
SEDIMENT AND RUNOFF TO DOWNSTREAM OR OFF SITE AREAS AND TO PROVIDE EROSION CONTROL PLAN TO THE OWNER FOR REVIEW AND APPROVAL BY THE BASIN. AD01770NALLY, SILT FENCE WILL BE USED AS SHOWN ALONG OLD TRAIL DRIVE TO PROHIBIT
STRUCTURAL EROSION AND SEDIMENT CONTROL PRACTICES SHALL BE IN PLAN APPROVING AUTHORITY. PR07ECT70M TO BARE SOILS EXPOSED DURING CONSTRUCTION UNTIL PERMANENT RUN-OFF FROM REACHING 7HE ADJACENT PROPERTY OWNERS WITHOUT BEING 77?EATED. SEDIMENT BASINS
SrmowR50-Mmom
TEMPORARY SEDIMENT TRAP >313 ACCORDANCE WITH THE VIRGINIA EROSION AND SEDIMENT CONTROL HANDBOOK. 6. THE CONTRACTOR IS RESPONSIBLE FOR INSTALLATION OF ANY ADDITIONAL VEGETA77ON OR 07HER EROSION CONTROL MEASURES CAN BE ESTABLISHED. AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND 07HER MEASURES INTENDED TO TRAP SEDIMENT
SB SEDIMENT BASIN � 94 STRUCTURAL PRACTICES USED IN THIS SECTION CONSIST OF THE FOLLOWING: EROSION SEDIMENTATION CONTROLS DETERMINED BCESSARY TO PREVENT Y THE PLAN APPROVING EROSION
AUTHORITY REDUCING DUST SRFACE AND AIR MOVEMENT OF DUST DURING LAND FUNC770NALSHALL OBEFORE` UPSLOPE LAND SAP WITH ANY LAND DISTURBANCE ACTIVITY AND SHALL BE MADE
DISTURBING, DEMOU770N DISTURBANCE TAKES PLACE.
1. CONSTRUCTION ENTRANCE, ALBEMARLE COUNTY DETAIL - ENTRANCE TO BE 7. ALL DISTURBED AREAS ARE TO DRAIN TO APPROVED SEDIMENT CONTROL AND CONSTRUCTION ACnW77ES 6. IN ADD177ON TO ENSURING THAT THE PAVED CONSTRUCTION EN7RANCE AND PERIMETER CONTROLS ARE
LOCATED TO PREVENT TRACKING OF MUD ONTO EXISTING PUBLIC STREETS MEASURES AT ALL TIMES DURING LAND DISTURBING ACTIVITIES AND DURING SITE TO PREVENT SURFACE AND AIR MOVEMENT OF DUST FROM EXPOSED SOIL SURFACES AND INSTALLED, INSTALL ANY REMAINING E'i05/ON CONTROL ITEMS AS SHOWN ON THE PHASE I EROSION CONTROL
lP - INLET PROTEC7ON 3,07 2. SILT FENCE, STANDARD AND SPECIFICATIONS J. - SILT FENCE TO BE DEVELOPMENT UNTIL FINAL STABILIZATION IS ACHIEVED. PLAN. THE CONTRACTOR IS RESPONSIBLE FOR 1NSTALLA710N OF ANY ADD1770NAL EROSION CONTROL
PLACED WHERE SHOWN ON THE PLANS OR AS FIELD CONDITIONS WARRANT. 8. DURING DEWATERING OPERATIONS, WATER WILL BE PUMPED lIWTO AN APPROVER REDUCE THE PRESENCE OF AIRBORNE SUBSTANCES WHICH MAY PRESENT HEALTH MEASURES NECESSARY TO PREVENT EROSION AND SEDIMENT4770N AS DETERMINED BY 77-IE PLAN APPROVING
SF �- /Y - --X ,SILT FENCE 3 05 FENCE ALONG STREAMS do CREEKS OR SILT T FENCE ENCOMPASSING STOCK PILES FIL TERING DEVICE. HAZARDS, 7RAFFIC SAFETY PROBLEMS OR HARM ANIMAL OR PLANT LIFE.
DUST CONTROL MEASURES SHALL BE EMPLOYED TO PREVENT SURFACE AND AIR AUTHORITY
SHALL HAVE WIRE BACKING. 9. THE CONTRACTOR SHALL INSPECT ALL EROSION CONTROL MEASURES ? ONCE ALL THE EROSION CONTROL !TEEMS HAVE BEEN INSTALLED AS SHOWN ON THE PHASE IEli®S/tiN
J. TEMPORARY DIVERSION DIKE, STANDARD AND SPECIFICATION J.09 - PERIODICALLY AND AFTER EACH RUNOFF -PRODUCING RAINFALL EVENT ANY MOVEMENT OF DUST DURING CONS7RUC77ON< MEASURES EMPLOYED SHALL BE IN CONTROL PLAN AND TTIE COUNTY INSPECTOR HAS APPROVED THE EROSION CONTROL MEASURES, THE
CELiA
CONSTRI.JC77ON ENTRANCE 302 TEMPORARY DIVERSION DITCHES TO BE CONSTRUCTED WHERE SHOWN ON PLANS. NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE ACCORDANCE WITH THE VESCH. CONTRACTOR CAN CLEAR AND GRADE THE S/7E STABJLJZAT7ON MEASURES SHALL BE APPLIED , EARTHEN
4. INLET PROTECTION STANDARD AND SPECIFICATIONS 3.07 - INLET PROTECTION TO EROSION CONTROL DEVICES SHALL BE MADE IMMEDIATELY. I J I : STRUCTURES SUCH AS DAMS, DIKES, AND DIVERSIONS IMMEDIATELY AFTER 1NSTALLA770N.
BE PLACED WHERE SHOWN ON THE PLANS OR AS FIELD CONDITIONS WARRANT. 10. ALL FILL MATERIAL TO BE TAKEN FROM AN APPROVED, DESIGNATED BORROW A RIDGE- OF COMPAC7E•D SOIL CONSTRUCTED AT THE TOP OR BASE OF A SLOPING 8. ROUGH GRADE THE 577E TO THE t '; NTOURS AS SHOWN ON PHASE 1I OF THE EROSION CONTROL PLAN.CD CHECK DAM 3.20 5. CULVERT INLET PROTECTION STANDARD AND SPECIFICATIONS J.-CULVERT AREA. DISTURBED AREA WHICH DIVERTS OFF --SITE RUNOFF AWAY FROM UNPR07E'C7E'D SLOPES `9° IN ADDITION, SPECIAL CARE SHOULD BE GIVEN TO ANY GRADING AC77VITY NEAR EXISTING ROADS AND
INLET PROTECTION TO BE PLACED WHERE SHOWN ON THE PLANS OR AS FIELD 11. ALL WASTE MATERIALS SHALL BE TAKEN TO AN APPROVED WASTE AREA. cf, . TN AND TO A STABILIZED OUTLET, OR TO DIVERT SEDIMENT -LADEN RUNOFF TO A SEDIMENT UPSTREAM OF LICKINGHOLE CREEK, 7HE FLOODPLAIN, AND THE WE7LANDS.
FILL SHALL BE INERT MATERIALS ONLY, FREE OF ROOTS, STUMPS, WOOD, 10. GRADE OUT THE REMAINDER OF TTIE S17E' AND GRADE THE ROADS AS SHOWN ON THE PHASE 11 EROSION
CONDITIONS WARRANT. RUBBISH, AND OTHER DEBRIS. ]RAPPING STRUCTURE. MAXIMUM EFFEC77VE LIVE IS 18 MONTHS CONTROL PLAN. INSTALL 711E REMAINING STORM SEWER FOR 7T�E PROJECT USING INTERMEDIATE INLET
FD TEMPORARY FILL DIVERSION 310 6. TEMPORARY SEDIMENT TRAP, STANDARD AND SPECIFICATION 3.13 -
TEMPORARY SEDIMENT TRAPS ARE TO !,iE LOCATED AS SHOWN ON THE PLANS. 12. BORROW OR WASTE AREAS ARE TO BE RECLAIMED WITHIN 7 DAYS OF ROCK CHECK DAMS: CONTROL
T. PROTECT THE END OF THE PIPES. INSTALL OUTLET PROTECTION AS SHOWN ON ]FIE PLANS
7. OUTLET PROTECTION STANDARD AND SPECIFICATION 3.18 - OUTLET COMPLETION PER ZONING ORDINANCE SECTION 5.1.28. SMALL, TEMPORARY STONE DAMS CONSTRUCTED ACROSS A DRAINAGE DITCH TO REDUCE INSTALL TEMPORARY SLOPE DRAIN A1:) GRADE THE TEMPORARY ESC DITCH AS SHOWN ON THE PHASE Il
DV - DJVERS1flr�l 312 13. ALL INERT MATERIALS SHALL BE TRANSPORTED IN COMPLIANCE WITH SECTION THE VELOCITY OF CONCENTRA7ED FLOWS, REDUCING EROSION OF THE SWALE OR DITCH. PLANS INSTALL TEMPORARY PIPE FROM STORM S7RUCTURE 6 TO SEDIMENT BASIN 1.
PROTECTION TO BE PLACED AS SHOWN ON THE PLANS. PUBLIC ROADS 13-301 OF THE CODE OF ALBEMARLE. LIMITED TO USE 1N SMALL OPEN CHANNELS WHICH DRAIN 10 ACRES OR LESS; SHOULD 11. FINE GRADE, INSTALL CURB & GUTTER, INSTALL SIDEWALKS, SEED, AND FER77LIZE THE DENUDED AREAS
8. ROCK CHECK DAMS, STANDARD AND SPECIFICATION 3.20 -ROCK CHECK 94. BORROW, FILL OR WASTE ACTIVITY INVOLVING INDUSTRIAL -TYPE POWER
DAMS ARE TO BE PLACED IN OUTFALL DITCHES AS SHOWN ON THE PLANS. NOT BE USED IN LIVE STREAMS. INSTALL INLETS AND INSTALL INLET P ,T,97EC77ON AS SHOWN ON THE PLANS.
PS PS PERMANENT SEEDING 52 9. TEMPORARY SEDIMENT BASINS 5TANDDARD AND SPECIFICATION J. - EQUIPMENT SHALL BE LIMITED TO THE HOURS OF 7. 00 AM TO 9:00 P/v1. STORM DRAIN INLET PROTECnON 12 PERMANENT OR TEMPORARY SOIL '3TABILIZAT/ON SHALL BE APPLIED TO DENUDED AREAS Wf7TllN SEVEN
15. BORROW FILL OR WASTE ACTIVITY SHALL BE CONDUCTED IN A SAFE MAN'r Lh' THE INS7-ALLAnON OF VARIOUS KINDS OF SEDIMENT 77?APPING MEASURES AROUND DROP DAYS AFTER FINAL GRADE IS REACHE ON ANY POR77ON OF P E SITE TEMPORARY SOIL STABILI AT/ON
SEDIMENT BASINS SHALL BE Ct7NSTRL`nTED AS SHOWN ON THE EROSION CONTROL THAT MAINTAINS LATERAL SUPPORT OR ORDER TO MINIMIZE ANY HAZARD TO,'
PHASING PLANS ALL EROSION AND SF_,'','MENT CONTROL MEASURES SHALL BE SHALL BE APPLIED WITHIN SEVEN DAYS TO DENUDED AREAS 77lAT MAY NOT BE AT FINAL GRADE BUT WILL
TO TO -- t TOPSOILING 3.30 PERSONS, PHYSICAL DAMAGE TO ADJACENT LAND AND IMPROVEMENTS, AND INLETS OR CURB INLET STRUCTURES PRIOR TO PERMANENT STABIL12A770M OF 77-IE
PLACED AS THE FIRST PHASE OF ANY LAND DISTURBING ACTIVITIES. THEY DAMAGE TO ANY PUBLIC STREET BECAUSE OF SLIDES, SINKING, OR COLLAPSE. DISTURBED AREA; LIMITED TO DRAINAGE AREAS NOT EXCEEDING ONE ACRE, AND NOT REMAIN DORMANT (UNDISTURBED) FOR LONGER THAN 30 DAYS PERMANENT STABILIZATON SHALL BE
SHALL BE CHECKED DAILY AND AFTER EACH SIGNIFICANT RAINFALL EVENT. 16. THE DEVELOPER SHALL RESERVE THE RIGHT TO INSTALL, MAINTAIN, REMOVE OR IN7E•NDED TO CONTROL LARGE, CONCENTRATED STORMWA7E`R FLOWS APPLIED TO AREAS THAT ARE TO BE LEFT DORMANT FOR MORE THAN ONE YEAR.
THEY SHALL BE CLEANED, REPAIRED OR REPLACED AS NECESSARY THROUGHOUT TEMPORARY SEDIMENT TRAP, 13 INSTALL STONE BASE AND PAVE 7HE PARKING LOT AND ROADS
e
CULVERT' INLET PROTE'CT10N .�:OB CONVERT TO PERMANENT STORMWATER MANAGEMENT FACILITIES WHERE
THE CONSTRUCTION PHASE OF THIS PROJECT. THE FOLLOWING ITEMS REQUIRE APPLICABLE ALL EROSION CONTROL MEASURES REQUIRED BY THIS PLAN j� ONCE THE' S'/7E' IS STABILIZED AND THE INSPECTOR HAS GIVEN APPROVAL, THE CON77iACTOR CAN
A SMALL PONDING AREA FORMED BY CONSTRUCTING AN EARTHEN EMBANKMENT WITH A REMOVE THE EROSION CONTROL MEASURES. NO !TEEM SHALL BE REMOVED UNLESS THE UPSTREAM AREAS
PARTICULAR CHECKING: REGARDLESS OF THE SALE OF ANY LOT, UNITOTHER
, BUILDING OR THER PORTIOJ�.' OF STONE OUTLET ACROSS A DRAINAGE SWALE; TO DETAIN SEDIMENT LADEN RUNOFF FROM ARE STABILIZED AND THE COUNTY INSPECTOR GIVES PERMISSION. S DIMENT BASINS C
DC DC DUST CONTROL 33D 1. SILT FENCE SHALL BE CHECKED IFABRI REGULARLY FOR UNDERMINING OR THE PROPERTY. SMALL DISTURBED AREAS FOR ENOUGH 7714E TO ALLOW MOST TO THE SUSPENDED SOLIDS CLEANED AND REMOVED. � B NS AN fJNLY THEN BE
DETERIORATION OF THE FABRIC. SEDIMENT SHALL BE REMOVED WHEN 17. TEMPORARY STABILIZATION SHALL BE TEMPORARY SEEDING AND MULCHING.
THE LEVEL OF THE SEDIMENT DEPOSITION REACHES HALFWAY TO THE SEEDING IS TO BE AT 75 LBS/ACRE, AND IN THE MONTHS OF SEPTEMBER TO TO SETTLE OUT MAXIMUM EFFECTIVE LIFE IS 16 MONTHS. 15. MAINTAIN ALL EROSION CONTROL MEASURES A5 SPECIFIED IN 77rE VIRGINIA EROSION AND SEDIMENT
QSD) = TEMPORARY SLOPE DRAIN 3.15
TOP OF THE BARRIERS. FEBRUARY TO CONSIST A N MIX OF ANNUAL RYGRASS AND CEREAL WINTER RYE,BA
TEMPORARY SEDIMENT SIN, CONTROL HANDBOOK, REMOVING ONLY WHEN APPROVED BY THE COUNTY ENGINEER IN ACCORDANCE WITH
2. ROCK CHECK DAMS WILL BE CHECKED REGULARLY FOR SEDIMENT OR IN MARCH AND APRIL O CONSIST OF ANNUAL RYE, OR MAY THROUGH A TEMPORARY BARRIER OR DAM WI7H CONTROLLED STORMWA7ER RELEASE STRUCTURES 7TIE WRGINJA EROSION AND SEDIMENT CONTROL HANDBOOK. THE CONTRACTOR SHALL INSPECT ALL EROSION
BUILDUP. WHEN SEDIMENT HAS REACHED HALFWAY UP THE UPSTREAM AUGUST TO CONSIST OF GERMAN MILLET. STRAW MULCH IS Tf� BE APPLIED AT WHICH IS FORMED BY CONS7RUC77NG AN EMBANKMENT OF COMPACTED SOIL ACROSS A CONTROL MEASURES PERIODICALLY AID AFTER EACH RUN-OFF PRODUCING RAINFALL EVENT. ANY
80LBS/1ODSF. ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY DRA/NAGEWAY. IT IS USED TO DETAIN SEDIMENT -LADEN RUNOFF FROM DRAINAGE AREAS NECESSARY REPAIRS OR CLEANUP TO MAINTAIN THE EFFECTIVENESS OF THE EROSION CONTROL DEVICES
SIDE; IT SHALL BE CLEANED OUT. SHALL BE MADE IMMEDIATELY.
SA�skki SAFETY FENCE 301 J. TEMPORARY SEDIMENT Tn'APS WILL BE CHECKED REGULARLY FOR EROSION CONTROL INSPECTOR. 3 ACRES OR GREATER FOR ENOUGH TIME TO ALLOW MOST OF THE SUSPENDED SOLIDS TO
. SEDIMENT BUILDUP. WHEIN THE SEDIMENT HAS ACCUMULATED TO ONE 18. PERMANENT STABILIZATION SHALL BE LIME AND FERTILIZER, PERMANENT SEEDING, SETTLE OUT IT CAN BE CONSTRUCTED ONLY WHERE ]HERE IS SUFFICIENT SPACE AND 16. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES SHALL BE REMOVED WITHIN 30 DAYS
HALF THE DESIGN VOLUME OF THE WET STORAGE IT SHALL BE REMOVED AND MULCH. AGRICULTURAL GRADE LIMESTONE SHALL BE APPLIED AT AFTER FINAL SITE STABILIZATION OR AFTER THE TEMPORARY MEASURES ARE NO LONGER NEEDED, UNLESS
(R 7EMPORARY RIGHT OF WAY 3.11 AND THE TRAP RESTORED TO ITS ORIGINAL VOLUME. 90LBS/100OSF, INCORPORATED INTO THE TOP 4-6 INCHES OF SOIL, FERTILIZER APPROPRIATE TOPOGRAPHY MAXIMUM EFFE-C77VE LIFE IS 18 MONTHS UNLESS DESIGNED OTHERWISE AiUTHORIZED BY THE LOCAL PROGRAM ADMINISTRATOR. TRAPPED SEDIMENT 11 AND THE
DIVERSION SHALL BE APPLIED AT 1000LBS/ACRE AND CONSIST OF A 10-20-10 NUTRIENT AS A PERMANENT POND BY A QUALIFIED PROFESSIONAL. DISTURBED SOIL AREAS RESUL77NG FROM THE DISPOS177ON OF TEMPORARY MEASURES SHALL BE
STORMWA7E'R TUN--�1PF CON$IDE9,AT�9''lVS' MIX. PERMANENT SEEDING SHALL BE APPLIED AT 180LBS/ACR,E AND CONSIST OF OU7xET PROiEC77®N• PEh'MANENTL' STABILIZED TO PREVENT FURTHER EROSION AND SEDIMENTA770N.
CONSTRUCTION OF THIS PROJECT WILL HAVE AN EFFECT IN PEAK 959E KENTUCKY 31 OR TALL FESCUE AND 0-5% PERENNIAL RYGRASS OR THE INSTALLAnON OF RIPRAP CHANNEL SECTIONS AND/OR SnLLJNG BASINS BELOW
RUN-OFF RATES DUE TO AN INCREASE IN QUANTITY AND VELOCITY KENTUCKY BLUEGRASS. STRAW MULCH IS TO BE APPLIED AT 80LBSIIOOSF. STORM DRAIN OUTLETS TO REDUCE EROSION AND UNDER-CU77NG FROM SCOURING AT
OF THE RUN-OFF. THE IMPERIOUS AREA IS BEING INCREASED DUE TO ALTERNATIVES ARE SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL OUTLETS AND TO REDUCE FLOW VELOC177ES BEFORE STORMWA7ER ENTERS RECEIVING
THE CONSTRUCTION OF THE ROADS, POOL, AND PARKING LOT. HOWEVER, INSPECTOR, CHANNELS BELOW THESE OULETS
MUCH OF THE RUN-OFF IS BEING DIVERTED TO AN EXISTING POND, 19. MAINTENANCE ALL MEASURES ARE TO BE INSPECTED WEEKLY AND AFTER EACH CULVERT INLET PROTECnON
WHICH WILL ASSIST IN DECREASING THE RUN-OFF VELOCITY FROM THE RAINFALL. ANY DAMAGE OR CLOGGING TO STRUCTURAL MEASURES IS TO BE A SEDIMENT FILTER LOCA7E•D AT THE INLET TO STORM SEWER CULVERTS WHICH PREVENTS
PROJECT SITE THIS MEASURE WILL PROTECT LICKINGHOLE CREEK BY REPAIRED IMMEDIATELY. SILT TRAPS ARE TO BE CLEANED .WHEN 509E OF THE SEDIMENT FROM EN7E'RING, ACCUMULA77NG IN AND BEING IRANSFERED BY THE CULVERT
CONTAINING THE FIRST FLUSH. THE POND WILL FILTER AND DRAIN THE WET STORAGE VOLUME IS FILLED WITH SEDIMENT. ALL SEEDED AREAS ARE TO BE
RUN-OFF AT A REDUCED VELOCITY. THIS WILL HELP PREVENT' DOWNSTREAM RESEEDED WHEN NECESSARY TO ACHIEVE A GOOD STAND OF GRASS. SILT FENCE IT ALSO PROVIDES EROSION CONTROL AT CULVERTS DURING THE PHASE OF A PROJECT
FLOODING AND/OR DEGRADATION OF THE STREAMS A CONTRIBUTION TO THE AND DIVERSION DYKES WHICH ARE COLLECTING SEDIMENT TO HALF THEIR HEIGHT WHERE ELEVA77ONS AND DRAINAGE PATTERNS ARE CHANGING, CAUSING ORIGINAL CONTROL
PERMANENT STABILIZ.A 7701V PRO -RA TA SHARE PROGRAM WILL ALSO BE MADE TO COMPENSA TE FOR THE MUST BE CLEANED AND REPAIRED IMMEDIA TEL Y MEAASURES TO BE INEFFECTIVE.
RUN-OFF TO THE REGIONAL POND. 20. ALL TEMPORARY EROSION AND SEDIMENT CONTROL MEASURES' ARE TO BE S�%F11' FENCE.°
PERMANENT SEEDING WILL BE APPLIED Tt? ALL DISTURBED AREAS AS REMOVED WITHIN 30 DAYS OF FINAL SITE STABILIZATION, WHEN MEASURES ARE A PR07EC77VE BARRIER INSTALLED TO PROHIBIT UNDESIRABLE USE OF AN EROSION
PER THE PERMANENT STABILIZATION OF THIS EROSION & SEDIMENT NO LONGER NEEDED, SUBJECT TO APPROVAL BY THE COUNTY EROSION CONTROL CONTROL MEASURE;
CONTROL NARRATIVE; INSPECTOR,
AFTER CONS7RUC77ON IS COMPLETED, ALL DISTURBED AREAS OF THE Fj &-QBA R r 51ED18I.-
SITE WILL BE LIMED, FERTILIZED, AND SEEDED AS PER CURRENT VDOT IL DESCRIPTION ALL DENUDED AREAS WHICH WILL BE LEFT DORMANT FOR EXTENDED PERIODS OF 77ME TO CONTROL EROSION ON BARE SOIL SURFACES PLANTS MUST FER77LIZER SHALL BE APPLIED AS 600 LBS/ACRE OF 10-20-10
STANDARDS. THIS SHALL CONSIST OF THE FOLLOWING, BE ABLE TO (14 IBS11,000 SQ. FT) OR EQUIVALENT NUTRIENTS LIME AND
258 --0YKE- SILT LOAM- 29" TO 79 SLOPES. THIS SOIL IS DEEP, GENTLY SHALL BE SEEDED !N/TH FAST GERMINA 77NG TEMPU�RARY VEGETA TION IMME�DIA TEL Y GERMINA TE' AND GROW. SEEDBED PREPARATION /S ESSE/v' TIAL,
TOPSOIL - 2" DEPTH, LIME �- 2 TONSIACRE, SLOPING, WELL DRAINED SOIL ON BROAD, CONVEX FOOT SLOPES AND FOLLOWING GRADING. SELECTION OF THE SEED MIXTURE WILL DEPEND ON 77-IE 77ME OF YEAR FER77LJZER SHALL BE INCORPORATED INTO THE TOP 2 TO 4
FER77LIZER -- 600 LBSIACRE OF 15-30--15 COLLUVIAL FANS. SLOPES ARE SMOOTH AND ABOUT 300 TO 1000 FEET AND WILL BE APPLIED TO DISTURBED ARES THAT WILL NOT BE BROUGHT TO FINAL GRACE AN EVALUATION SHOULD BE CONDUCTED TO DETERMINE IF LIME IS NECESSARY INCHES OF THE SOIL IF POSSIBLE.
SEED -- ERNS 5311 CONSERVATION SEED MIX-,ERNMX---114 (45 LONG. AREAS OF THIS SOIL ARE LONG AND WIDE. THEY RANGE FROM 5 WITHIN 30 DAY, FOR TEMPORARY SEEDING. TABLE 3.31A MAY BE USED TO DETERMINE THE
TO ABOUT JO ACRES. THE SURFACE LAYER OF THIS SOIL IS DARK PLANTS SHOULD BE SELECTED APPROPRIATE TO THE SEASON AND SITE CONDITONS FROM ACTUAL NEED ALONG WITH SUGGESTED APPLICATION RATES. IF TIME AREA HAS BEEN RECENTLY LOOSENED OR DISTURBED, NO
LBS/ACRE PENNLAWN CREEPING RED FESCUE, 3%5 LBS%ACRE ARGJLE REDDISH BROWAV SILT LOAM ABOUT 8 INCHES THICK. PERMEABILITY AND FURTHER ROUGHENING IS REQUIRED, WHEN THE AREA IS
KENTUCKY BLUEGRASS, JZ5 LBSIACRE PARK KENTUCKY BLUEGRASS, 15 AVAILABLE WATER CAPACITY ARE MODERATE. SURFACE RUNOFF IS TABLES ,331B AND J.31C. NOTE THAT TABLE 3318 PRESENTS PLANTS WHICH CAN BE CRUSTED
MEDIUM. THE HAZARD OF EROSION IS MODERATE THIS SOIL HAS GOOD USED WITHOUT EX7E'NSI VE EVALUATION OF S/ 7F CotNDI TIONS; TABLE S 31 C PRESENTS COMPACTED9 , OR HARDENED, THE SOIL SHALL BE
LBS:/ACRE ANNUAL RYEGRASS & 15 LBS./ACRE PLEASURE PERENNIAL TABLE 3.31-D LOOSENED BY DISCING, RAKING, HARROWING, OR OTHER
AFTER THESE AREAS ARE STABILIZED, THEY WILL BE MOWED AND T1LTH. MORE IN-DEPTH INFORMA77ON ON THE PLANT MATiERIALS
36C HAYESVILLE-LOAM- 77 TO 1.59E SLOPES THIS SOIL IS DEEP, WELL ACCZPTABLE TEMPORMY SEEDING PLANT ACCEPTABLE MEANS TRACKING WITH BULLDOZER CLEATS IS
MAINTAINED ON A REGULAR BASIS DRAINED, AND STRONGLY SLOPING. IT IS ON NARROW CONVEX RIDGETOPS MOST EFFECTIVE ON SANDY SOILS THIS PRACTICE OFTEN CAUSES
Af If MNAN , AND SIDE SLOPES. SLOPES ARE SMOOTH AND ABOUT 200 TO 600 FEET OQUI CK RENCE FOR ALL REGIONS" UNDUE COMPACTION OF THE SOIL SURFACE, ESPECIALLY IN
IN GENERAL, ALL EROSION AND SEDIMENT" CONTROL MEASURES WILL BE LONG. AREAS OF THIS SOIL ARE LONG AND WINDING. THEY RANGE FROM CLAYEY SOILS, AND DOES NOT AID PLANT GROWTH AS
CHECKED DAILY AND AFTER EACH SIGNIFICANT RAINFALL. SPECIFIC 5 TO ABOUT 50 ACRES THE SURFACE LAYER OF THE SOIL IS BROWN Ph„� ;�,rj%vs s �
AT7EFFEC77VELY AS OTHER METHODS OF SURFACE ROUGHENING.
WILL BE GIVEN TO THE FOLLOWING 17EMS' AND STRONG BROWN ABOUT 7 INCHES THICK. PERMEABILITY AND TABLE 3,31 A .Nn oh
A VAILABLE WA TIER CAPACI TY ARE MODERA TE. SURFACE RUNOFF IS RAPID. SEED SHALL BE EVENLY APPLIED WITH A BROADCAST SEEDER,
A. SEDIMENT BASINS AND%OR TRAPS ° WILL BE CLEANED AND THE HAZARD OF EROSION IS SEVERE THE SOIL HAS GOOD TIL TH. LIMMG REQUMME3`►TS Sept. 1. Feb, 15 50/50 Mix of DRILL, CUL 77PACKER SEEDER OR HYDROSEEDER. SMALL GRAINS
MAINTAINED IN ACCORDANCE WITH THE VIRGINIA EROSION & SEDIMENT 37D3--HAYES VILLE-CLAY LOAM-15Z TO 257 SLOPES, SEVERELY ERODED. THIS FOR TEMPORARYSp=,S Annml Ryegass SHALL BE PLANTED NO MORE TrIAN 1� INCHES DEEP. SMALL
CONTROL HANDBOOK, SOIL IS DEEP, P4IELL DRAINED, AND MODERATELY STEEP. IT IS ON SIDE (itc�uttL�,Yi1! $lornsi)
B. ALL GRAVEL OUTLETS WILL BE CIVECKE'D REGULARLY FOR SLOPES THAT BORDER SMALL DRAINAGEWAYS. SLOPES ARE SMOOTH AND & 50-100 SEEDS, SUCH AS KENTUCKY BLUEGRAss, SHOULD BE PLANTED
PROPER ABOUT 200 TO 400 FEET LONG. AREAS OF THIS SOIL ARE LONG AND w�= cation (Whiter) Rye
SEDIMENT BUILDUP THAT WILL PREVENT` PROPER DRAINAGE» IF THE WINDING. THEY RANGE FROM 3 TO ABOUT 20 ACRES .�:.�.. � ) NO MORE THAN 4 INCH DEEP. OTHER GRASSES AND LEGUMES
'�` ,•t � �1e cer°rale
GRAVEL IS CLOGGED BY SEDIMENT; THE GRAVEL WILL BE REMOVED AND 26C3 -DYKE-CLAY LOAM-77 TO 159 SLOPES, SEVERELY ERODED. THIS DEEP SHOULD BE PLANTED FROM INCH TO DEEP.
CLEANED, OR I T WILL BE REPLACED._ STRONGL Y SLOPING WELL DRAINED SOIL IS CAN CONVEX SIDE SLOPES OF below 4..2 3 tors pex acre Feb. 16 - Apr. 30 AuAma Ryir gr 60 - 10D I SEED/NGS MADE IN FALL FOR WINTER COVER AND DURING HOT
C. ALL SILT FENCE BARRIERS WILL ,BE CHECKED REGULARLY FOR COLLUWAL FANS SLOPES ARE SMOOTH AND ABOUT 200 TO 400 FEET d'ownatnwd-f4r�nw AND DRY SUMMER MONTHS SHALL BE MULCHED ACCORDING TO
UNQERMJNING OR DETERIORATION OF THE FABRIC AND REPAIRED AS LONG AREAS OF THIS SOIL ARE LONG AND NARROW THEY RANGE FROM 4„2 to 12 2 tons per acre MULCHING, S7D. & SPEC. 3.35, EXCEPT THAT HYDROMULCHES
REQUIRED. SEDIMENT SHALL BE REMOVED WHEN THE LEVEL OF SEDIMENT 5 TO ABOUT 3O ACRES. !' I - Aug 31 German ! let
50 DEPOS177ON REACHED HALF WAY TO THE TOP OF THE BARRIER TO 159E SLOPES SEVERELY ERODED. THIS DEEP 3.2 to 6 1 ton (&mda..i �) (FIBER MULCH) WILL NOT D CONSIDERED ADEQUATE STRAW
2683 --DYKE- LOAM-7'q' o r �r� MULCH SHOULD BE USED DURING 77-JE.SE PERIODS
D. ALL SEEDED AREAS WILL BE CHECKED REGULARLY TO SEE THAT A SLOPING, WELL DRAINED SOIL /S ON CONVEX SIDE SLOPES OF
GOOD STAND IS MAINTAINED. AREAS .SHOULD BE FER77LIZED AND COLLUVIAL FANS SLOPES ARE SMOOTH AND ABOUT 100 TO 300 FEET L, . AREAS WHICH FAIL TO ESTABLISH VEGETATIVE COVER ADEQUATE
RESEEDED AS NEEDED. LONG. AREAS OF THIS SOIL ARE LONG AND NARROW.. THEY RANGE FROM. Source: Nla. DSWC Somm Va WWC TO PREVENT RILL EROSION WILL BE RE -SEEDED AS SOON AS
2 TO ABOUT 20> ACRES. SUCH AREAS ARE IDEN77FIED.
lj�_� - I / / - ", o � ., I --I,� -- / I � , 1i .'-- "I, - - _ ______.___7�_ 11 I - -1 - - ___.______
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, � , , , �,�� � I , _, _�4 \ " , 1 _� / 11 - I I __ - - , , . @ * ,� - - -- _- - - - - , - - - - _� �� � ,_ __� , � - - - - - - - - , - - - - - -- -- ---- - -- - " � , � - , . - - - - - 1�1 . I - . - - --
-�" - , , , I I % I . . . � . � , - -- - -
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-/ / � - _ - _@ . - -, - - - - NOTES: I
_.�-�' I .1 - 1, I/ il �' I" I �� . , , _1_11�__j I/ / / . - :�� - __� - ------ - __� - _� - e, - _1 - I / 1. -
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I -.1, I - % \ / � � - . � - - _/ -
I -
- �_ / , �11 - � ,� -- ---I-- - ___��� - .-
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!k �,---) __,-) 1, ,(- I / , ------- - \ 1� I _,`_,__� , i :��/ L____________,_" , _` 11 _,__ - _ .--,---@ , - - __ - - __ -- -- �< �`� - __ -- --- -- -_ ____ 1. THERE IS NO TREE CLEARING ASSOCIATED WITH THIS PROJECT.
" " r ) '�. / Ivi. - _,,� \ll ( __L_ I --- .- � ,/ �� , __ I— �'. -_ - --- I , _ , 1 ,, .1 - - -- � -_ 0 ,
/ � I - ,-, - ,�� __ \ � -, t-F / / ) / RIGID _____ _ Z � �� , , . - � -_ -1
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, , , �_,;� :�� I--,' I'l, k \ C �,, i -) \ 11 - --,-,-,, � I --..,- __ I - -11 ___"__7__ � �, , � __ __ . THE LIMITS OF DISTURBANCE FROM THIS SECTION ONLY INCLUDES
1, ,-( 5-i .% '1�1 __ / - ,x
, ), - � �1' .-, ,- I " I/ - Nq3 - - - - . � - --- _" � � " � � _ - -.11
�� .1 , /___,�` . _�� " \ \ r LIP �EVEL SPREADER -- - I-"-- I -1 b - _—, --- . -e -----,, _ ,__ , - -- - OPEN FARM LAND. THE TOTAL LIMITS OF DISTURBANCE IS 12.79 AC.
- (f) PLUNGE POOL W/ LEVEL "J ') I � / , " " \ ll / _, �_ @D / �_ /Ib --- 7'__:_�__:�L.' ___ _____ — - _ , , , __ _ ___ ____ __ I ,
- � �� / __� 5 " - __ "_ , - I ,� 11 __ �Ip_
, ___
- \ � 1 :�5; --:- ��__; , w-- ,-, - ,_� � - ,� - . - -
I ,- - - - -1 , 2. CONTRACTOR TO NOTE AND FLAG LOCATION OF FLOOD PLAIN 4
, , 1� I 11 � � ,, ��_ . .4�- - ---- , �� __ -
, ,�> � //,�, ) SEE D/EfKIL, THIS SHEET----- _� @ - , ,�, ,. � . �� -
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-
-
SPREADER DETAIL , �, /11, -) � I '' ___ -, / , �- ( . � I/ - _ 10-j, ��, I - - / , -_ - �, I " , - 1-1 --AND WETLANDS. FILLING OR CONSTRUCTION ACTIVITY MAY NOT �
! \ ,�, - \1 � �, /' /I I- @___ I , - I , � - - ,1 - "I - ... ...
11 - � , ( GTf+`,�!i� I - I" � , - - - _ �,
-,-- , � ,/ \ � I , � 640-@-�.,,-,' / _1 1, // � �` -- - I I -- SCOT' .. COLLINS"Z
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Table 15: Sediment Basin design (spec 3.14)
Sediment Basin I Design
CREST OrEMERGENCY
TWTHOUT WILLWAY
drainage area (acres)
5.87
DESIGN HIGH WATER
basin volumes: (using 2' contour intervals)
(25-*YR. STORM ELEV.)
elevation (ft) contour area (sf)
volume(cy)
656.00 19-28.0
0
-- -- - -----
1
CREST RISER CRE
ER EST
658.00 1982.0
3,180
DRY STORAGE ...... ........
.... OLVATM NG
DUCE
660.00 2894.0
8,027
..... ..... ..
WET•STORAGE . ..........
662.00 3954.0
14,848
664.00 5146.0
23,922
666.00 6438.0
35,482
CLE"OUT Faw
TO 34 MA&EP11111CO
wet storage:
wet storage required (cy) (67*DA) 393 design high water 664.4
dewatering orifice elevation (it) 660.76 top of dam (it) 666.4
wet storage provided at this elevation (cy) 393 top width of dam (ft) 8.0
available volume before cleanout (cy) (33*DA) 194 bottom of basin (it) 656.0
cleanout elevation (it) 659 approx. bottom dimensions: 64A32'
distance from cleanout to orifice (it) (> V) 1.9 upstream face slope: 2:1
downstream face slope: 2:1
dry storage:
dry storage required (cy) (67*DA) 393 baffles: Yes
principle spillway crest (it) 663.4 length of flow, L (ft) 72
dry storage provided at this elevation (cy) 787.0 effective width, We (it) 4838
diameter of dewatering orifice (in) 3.0 L / We (baffles required if > 2) 1.07
diameter of flexible tubing (in) (orifice+2") 5.0
collars: yes
runoff depth of water at spillway crest (ft) 7.41
C (use 0.45 for bare earth) 0.45 slope of upstream face (Zl) 2
tc (min) 10 slope of barrel (Sb) 0.50%
1 2yr 4.1 Q 2yr 10.83 length of barrel in saturated zone (Ls) 45.36
1 25yr 6.0 Q 25yr 17.43 number collars required 2
dimension of collars 4.3x4.3
principle spillway:
available head (it) 1.0 emergency spillway: NO
diameter riser (in) 30 required capacity (Q25-Qp) (cfs) n/a
spillway capacity, Qp (cfs) 23.0 bottom width (ft) n/a
diameter trash rack (in) 42 slope of exist channel (ft/ft) n/a
barrel length (it) 44 minimun length of exit channel (ft) n/a
head on barrel through embankment (it) 8.4 crest of spillway (it) n1a
,diameter of barrel (in) 24
OUTLET PROTECTION
-6,56
7
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TABLE 3.32-D
SITE SPECIFIC SEEDING MIXTURES FOR PIEDMONT AREA
Total Lbs.
Ptr Acre
9-inimum-CuLLaren
- Commercial or Residential 175-200 lbs.
- Kentucky 31 or Turf -Type Tall Fescue 95-100%
- Improved Perennial Ryegrass 0-5%
-, Kentucky Bluegrass 0-5%
Hi-Maintenance_LLawn 200-250 lbs.
- Kentucky 31 or Turf -Type Tall Fescue 100%
General, Slope (3:1 or less)
- Kentucky 31 Fescue 128 lbs.
- Red Top Grass 2 lbs.
- Seasonal Nurse Crop 20jhs-
150 lbs.
Kentucky 31 Fescue 108 lbs.
Red Top Grass 2 lbs.
Seasonal Nurse Crop* 20 lbs.
Crownvetch 2Q. Ibs.
150 lbs.
Use seasonal nurse crop in accordance with seeding dates as stated below:
February 16th through April ......... .... __ .... Annual Rye
May 1st through August 15t.h. , , .......... Foxtail Millet
August 16th through October ... ... ........ Annual Rye
November through February 15tb ........... ... Winter Rye
Substitute Sericea lespedez-a for Crownvetch east of Farmville, Va. (May
through September use hulled Sericen, all other periods, use unhulled Sericea).
If Flatpea is used in lieu of Crownvetch, increase rate to 30 lbs./acre. AR legume
set-d must be properly inoculated. Weeping Lovegrass may by added to any slope
or low -maintenance mix during warmer seeding periods; add 10-20 lbs./acre in
mixes.
0 AN a ♦a
Sediment Basin 2 Design
drainage area (acres)
6.16
basin volumes: (using 2' contour intervals)
elevation (ft)
contour area (si)
volume(cy)
646.00
1859.0
0
648.00
2873.0
4,695
650.00
4025.0
11,561
652.00
5303.0
20,860
654.00
6708.0
32,843
656.00
8194.0
47,721
658.00
9780.0
65,671
wet storage:
wet storage required (cy) (67*DA)
413
design high water
653.24
dewatering orifice elevation (it)
650.00
top of dam (ft)
658.0
wet storage provided at this elevation (cy)
413
top width of dam (it)
8.0
available volume before cleanout (cy) (33*DA)
207
bottom of basin (it)
646.0
cleanout elevation (ft)
648.26
approx. bottom dimensions:
11 Vx23'
distance from cleanout to orifice (it) (> 1)
1.62
upstream face slope:
2:1
downstream face slope:
2:1
dry storage:
dry storage required (cy) (67*DA)
413
baffles:
NO
principle spillway crest (ft)
652.24
length of flow, L (it)
104
dry storage provided at this elevation (cy)
825
effective width, We (it)
5470
diameter of dewatering orifice (in)
3.0
L / We (baffles required if > 2)
1.98
diameter of flexible tubing (in) (orifice+2")
5.0
collars:
yes
runoff
depth of water at spillway crest (it)
6.24
C (use 0.45 for bare earth)
0.45
slope of upstream face (Z-1)
2
te (min)
10
slope of barrel (Sb)
0.50%
I 2yr 4A Q 2yr
11.37
length of barrel in saturated zone (Ls)
38.19
1 25yr 6.0 Q 25yr
18.30
number collars required
2
dimension of collars
3.9x3.9
principle spillway:
available head (ft)
1.0
emergency spillway:
No
diameter riser (in)
30
required capacity (Q25-Qp) (cfs)
Na
spillway capacity, Qp (cfs)
32.5
bottom width (it)
n/a
diameter trash rack (in)
42
slope of exist channel (ft/ft)
Na
barrel length (it)
60
minimun length of exit channel (it)
n/a
head on barrel through embankment (ft)
3.0
crest of spillway (it)
n/a
diameter of barrel (in)
24
7
'
1 =2 0'
LEVEL SPREADER
SAFETY FENCE
6 70-
Z
666
Z
676
SOURCE: VA. DSWC 4.5' rnin. PLATE 3.09-1
FILTER FABRIC
/ENTRENCHED 6"
COMPACTED SOIL
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3' MINIMUM
e' MINIMUM - i
8 TEMPORARY CLEANWATER DIVERSION
NO SCALE
A TTA CH FILTER FA Bh
TO STAKES OR POST
EXTEND IT INTO TREI
)EN STAKE
L POST
'TH = 5' MIN.
EXCA VA TED
BACKFILLED
COMPA C TED
(WI THO SILT FENCE
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680
PROPOSED STORM STR 5
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NOTES:
1. SFT TRFE PI UMB PRIOR TO STAKING.
' 2. ALL PRUNING IS RESTRICTED TO THE REMOVAL OF DEAD
��� AND BROKEN BHANOHES AND SHALL BE PERFORMED UNDER BACKFILL TO TERMINATE
,,�" L HE SUPERVISION OF THE LANDSCAPE ARCHITECT. AT TOP OUTSIDE LIMITS OF
ROOTBALL —�- -- DEFER TO TREE
3- DO NOT ALLOW AIR Pt�CI�EI S TO FORM WHILE B tCIC1=1LLlIV%. STAKING DETAIL
ADD MULCH OVERTOP OF
4_ IMMEDIATELY SOAK PLANT WITH WATER. ROOTBALL AND PLANTING PIT
LIMITS. BEGINNING AT NO MORE
5. SEE IRRIGATION PLAN$/DETAILS/ SPECIFICATIONS AS THEY THAN T' DEPTH AT TRUNK AND
RELATE TO THIS INSTALLATION. TAPERING UP TO A DEPTH OF
NG PIT LIMITS,
HENTTAERTITO PROPOSED
~ - FINISHED GRADE
VARI " S
TREE GUYING DETAIL CONSISTS TYP
w _ OF 2 UUYS•SET 120* AROUND
�
PLANT PIT ON "UPHILL'" SIDE ---�•> �' te r-'" SPECIMEN SHRUB
SPECIFIED O
-- DRAWINGS) `,. � TRENCH
EDEGAET� SENDENTIRE
REFER TOTREE �1t}LCHEI?
''� ROOTBALL
REFER TO TREE _.y �""`�.-- STAKING DETAIL �� �
STAKING DETAIL
' �,r BACKFILL WITII CULTIVATCO,
COMPACT EXCAVATED SOIL � ���, � �-�`�
T O FORM ROOTBALL PIT OUT AWAY ALL WIRE�BAS€�E`I'S ' � �� - �,� ORIGINAL SOIL- FROM PLAIT
TRENCH 0DGE AROUND OIL DOWNHILL SIDE OF TREE �" AI�iI�/C3R I�IaN-BIt�E�Ei�RAI7RBL � . � .
,;�," PIT EXCAVATION IF Li}osE, IF
ROOTBALL WRAPPING AFTEP. EXCAVATED MATERIAL !S NOT
ENTIRE AREA TO BE
MIN_ FINAL TREE PLACEMENT.
MULCHED BURLAP ROOTBALL WRAPPJNG LOOSE,
SUBS TOTUTE PSOIL
5£IIWITH
TRENCH EDGE AROUND TO BE UNTIED FROM TRUNK
ENTIRE AREA TO BE `�1 `���� : _ � :_ %.,:. �$�l= ��I' �NI� �uT �U��� T®A Pt�I�I� MATERIAL. AMEND BACKFILL
I;=I4I T� ROOTBALL I�sT :�� rIILI�G1 fill) =='Villa SPECIFICATIONS. COMPACT
j=== _"— >:.-m> . AT LEAST 4/2 DISTANCE DOWN
_ _ _ BACKFILL IN LIFTS BY FOOT,
_ ROOTBALL, DETAIL r .,, .�•, � ��l I
,�'�� �, �,, :; a.•. �~-.,,,, i—' �1--a.:: v w :.a�,�..:. � WATERrHROvG�ILY AT 1r2
REFER TO ROOTiBA►_L PIT 'lol llll" L RflOTBALL =' �1� DEPTH.
DETAIL = ' ~6-;' SCARIFY BASE OF F�Ltfiii PIT
/ �: ,,+ s•.:w `` .=,as ;°a � ', , � � e.. ..r ° ,� I F WHEN EXCAVATING PTT: RRFAK
o�y ��, /t,✓,j�', t1i}( ���jq7�- , . �° �off i } 3TBFILL a. ��f' h / ir1�1� ' ,'�..,a :: THROUGH AND LOOSEN ALL RETURN AND COMPACT
LOOSE
RHARDPAN (REMOVE AS EXCAVATE MATERIAL TO
PLANT PIT TO ESTABLISHED
°� `'; °�: � , , '' . : =:'::` ' ` :` " ` = t111►==#li l� = - � = ( � NECESSARY TO I ACILITRTE
PROPER DEPTH PRIOR TO
DRAIN1iill�—fit ANT PLACEMENT
L L���EI�T
P
/ y
r�r ✓/t, �lr ��� 1✓ /�/,- /�%`� ��� ` �� REF R 30 ROOTBALL ALi PIT 1. NOTIFY LANDSCAPE ARCHITECT OF ANY SITUATION WHERE SOIL CHARACTERISTICS ARE NOT
DETAIL AGREE -ABLE TO. THE SE FILANTING CRITERIA -OR WHERE- CONDITIONS -RAISE CONE- ERN ' -Its -
NOTES:"
NOTES: TERMS OF PLANT SURVF,!ABILITY OR WARRANTY.
1. SET TREE PLUMB PRIOR I tJ S I AKIN(. 1. SET TREE PLUMB PRIOR 1-O STAKING
ALL PRUNING IS RESTRICTED TO THE. REMOVAL OF DEAD AND BROKEN BRANCHES AND 2. ALL PRUNING IS RESTRICTED TO THE: REMOVAL OF DEAF} AND BROKEN BRANCHES AND 2. CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT OF ,ANY PLANT DAMAGE EXPOSED BY,
2, SHALL BE PERFORMED UNDER THE SUPERVISION OF THE I ANDSC°APF ARCHITECT. SHALL BE PERFORMED UNDER THE SUPERVISION OF THE LANDSCAPE ARCHITECT OR INCURRED DURING, PLANTING PROCESS.
t L P �.�5 '�! LD-007 :T�BA L FIB'
N.T.�Ecl�or� N.T.S SECTION N.T.S sE�TzoN
Landscape
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