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W. OLD TRAIL VILLAGE PHASE 6
.:o AZZAD4210 T"'z
`PH� BLOCK 3 PHASE A SITE PLAN
�� �°�° WHITEHALL DISTRICT
ALBEMARLE COUNTY, VIRGINIA
�*O%*
.L4
VICINITY MAP
Sheet Number
SCALE:
1" = 2,000'
COVER
GENERAL NOTE
OIMVERIDEVELOPER.
MARCH MOUNTAIN PROPERTIES~ L.LC ENGINEER.
COLLINS ENGINEERING STREET
EXISTING CONDITIONS
800 E. ,JEFFERSON STREET
CHARLOTTESVILLE, VA 22902
CHARLOTTESVILLE, VA 22902
S-2
7EL.EPHONE. (434)245-0100
TELEPHONE.• (434)293-3719
SITE PLAN DETAILS
FAX. (434)245-0300
FAX (434)245-0300
CONTACT: MR. SCOTT COLLINS: P.E.
R-1
CONTACT MR. GAYL.ON BEIGHTS
EMAIL: scott0collins-engineering.com
• PRE -APPLICATION
DP -2
PROFILES
"ONFERENCE:
NOVEMBER 5, 2007 (DISCUSSED DEVELOPMENT OF POOL WITHIN BLOCK Z. 1N/S
DP -4
CURRENT PLAN SHOWS 714E POOL WITHIN BLOCK 3, WHICH
IS JUST NORTHWEST OF
EXISTING L PROPOSED STORMWATER MANAGEMENT
BLOCK 2. BOTH BLOCKS ARE WITHIN THE SAME CT DISTRICT AND SUBJECT TO THE
EXISTING L PROPOSED STORMWATER MANAGEMENT
SAME ZONING REGULA77ONS PER THE APPROVED CODE OF
DEVELOPMENT.)
TAX MAP NO.:
055E -01-00-000A1
ESC -1
AREA:
6.8 AC. (ENTIRE BLOCK 3)
EELS PHASE I
ESC -3
3.3 AC. (PHASE A)
ESC -4
ZONING.
NEIGHBORHOOD MODEL DISTRICT
LANDSCAPING PLAN
LL -2
APPROVED W TH PROFFERS 9-14-05
BY ALBEMARLE COUNTY BOARD OF SUPERVISORS
NO 7E.- COPY OF PROFFERS PROVIDED SEPARATELY
USE:
MIXED USE (COMMERCIAL, MUL 71—FAMIL Y)
UN/1S:
NONE PROPOSED /N PHASE A — 54 UNI TS PROPOSED (9
TO BE AFFORDABLE) IN LA 7ER
PHASE
DENSITY.:
N/A.
NON—RESIDEN 17AL.
RECREA 77ONAL BUILDINGS ASSOCIA TED IM' 7H THE POOL:
4000 SO. FT
POOL WATER SURFACE AREA: 8445 50. FT.
EMPLOYEES:
50 EMPLOYEES (MAX.)
BUILDING HEIGHTS:
MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 4 STORIES
SUBOMSION STREETS-
CURB dt GUTTER
DRAINAGE DIS7RICT LICK/NGHOLE DRAINAGE BASIN (LICK/NGHOLE CREEK /S RECEIVING WA7ERS FOR PROJECT)
WA 7ERSHED: S R/ VANNA RESERVOIR
TOPO 8: SURVEY: TOPOGRAPHY PROVIDED BY LICENSED LAND SURVEYOR JENNINGS STEPHENSON, PC IN AUGUST,
2006.
EX/S77NC VEGETA 7701: ROLLING GRASS FIELD WITH NO EXIS77NG 7REES
LIGHTING: ALL OUTDOOR LUMINAIRES SHALL EMIT LESS 7HAN 3,000 MAXIMUM LUMENS.
NO STREET LIGHTS SHALL BE PROVIDED.
PARKING. PARKING L07S SHALL BE SHARED AMONG ALL USES AND LOCATED WITHIN A CQMMON ACCESS
EASEMENT. ON—S7REET PARKING SHALL BE PROVIDED BETKEN 7HE BUMP OUT AREAS AS
SHOWN ON 7HE PLANS AT 714E 77ME THE REMAINDER OF 174E BLOCK IS DEVELOPED, A
SHARED PARKING REQUEST MAY BE SUBMI T7ED FOR VARIOUS USERS OF PUBLIC PARKING
AREAS
PHASING: THE SWIMMING POOL, ROADS AND ASSOCIATED PARKMIG LOT SHALL BE CONSTRUCTED FIRST
AS PART OF PHASE A. THE REMAINDER OF THE BLOCK WILL BE DEVELOPED IN ACCORDANCE
WI7H THE APPROVED PRELIMINARY SITE PLAN FOR BLOCK 3, AS PART OF A LA7ER PHASE:
u
Revision Index
0
Rev. Date
00 2/22/08
0 1 4/18M
0
0
THIS SITE PLAN AMENDS THE DOWNSTREAM DRAINAGE
OF THE APPROVED BLOCK 1 SITE PLAN (SDP -2007-00144)
TABLE 2
Description of Revision (all char
Initial submittal
RcvWoos = C.ouaw oomnunu
SLoets R,evirod
au
all
SHEET LAYOUT
SCALE: 1" = 150'
CURRENT OWNER/DEVELOPER
MARCH MOUNTAIN PROPERTIES, LLC.
BEIGHTS DEVELOPMENT CORPORATION
800 EAST JEFFERSON STREET
CHARLOTTESVILLE, VA 22902
ENGINEER
COLLINS ENGINEERING
800 EAST JEFFERSON STREET
CHARLOTTESVILLE, VA 22902
434.293.3719
Sheet List Table
Sheet 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
EXISTING L PROPOSED STORMWATER MANAGEMENT
SWM -2
EXISTING L PROPOSED STORMWATER MANAGEMENT
SWM -3
EXISTING L PROPOSED STORMWATER MANAGEMENT
SWM -4
STORMWATER MANAGEMENT CALCULATIONS
ESC -1
ELS NARRATIVE AND COMPUTATIONS
ESC -2
EELS PHASE I
ESC -3
ELS PHASE II
ESC -4
ELS PLAN DETAILS L CALCULATIONS
LL -1
LANDSCAPING PLAN
LL -2
LANDSCAPING DETAILS
I
ROAD
EXISTING CULVERTEARIH
DITCH
CULVERT
DR WWAY CULVERT
0
DROP INLET & STRUCTUREE NO.
BENCH MARK
0
CURB
F9T AT I� • 1' ��1 ���
��
I WIN
!.LEAKING LIMITS
Wi I' 111LI Ell 10 0 73 3 kvi WU Its)atOV, • � ►
CURB 8 GUTTER
— — — — —
PROPOSED PAVEMENT
VDOT STANDARD S70P SIGN
EC -3A D17CH
--------1W-------- EXIS7ING COOV70UR
s
DEPTH OF EC -3A DITCH
PROPOSED STOUR
EC -2 DITCH
240.55 PROPOSED SPDT ELEVA7ION
TBC DENOTES TOPAACK OF CURB
g•
DEPTH OF EC -2 DITCH
TIB DENOTES TOP OF BOX
ALBEMARLE COUNTY COMMUNITY DEVELOPMENT
ENGINEERING REVIEW COMPLIANCE CERTIFICATION
I certify that these final plans meet the requirements of the Albemarle County Zoning Ordinance,
the Water Protection Ordinance, the Subdivision Ordinance, and the Design Standards Manual,
and are prepared in accordance with the Engineering Expedited Review Final Plans Checklist.
Signature Date
f t
APPROVALS
o°S
INSPEMONSNOW,
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Wi I' 111LI Ell 10 0 73 3 kvi WU Its)atOV, • � ►
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SCOTT R.` COLLI
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CURVE
LENGTH
RADIUS
C1J0RB$E MN&
CMORU
C1
104.83'
.00'
N74018'S5.58"E
104.34'
C2
132.58'
524.50'
N87.47q01.84"E
70.30'
C3
140.3r
312.00'
N76' .64'E •- 438.
C4
I 2.33. I w
I 180.1m -i-
1482'4530.96"E
217.33'
C5
I 75.7P -1
1047.45'
S43'28'00.58"E
75.73'
C8
38'
300.00'
S36.00'48.3T'E _
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132.58'
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I 171.75'
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L_
706 NO. 0
02'006 0
0
SCALF °
1 "=30' 0
1 toc
0
SHEET NO. a
S-1 N
m
0
f
0
►-
0
h
_
c
ui
3
U
L
iA 0 '
706 NO. 0
02'006 0
0
SCALF °
1 "=30' 0
1 toc
0
SHEET NO. a
S-1 N
m
NOTES:
1. THERE ARE NO TO CITICAL SLOPES FOR THIS PROJEC.
6-50
A\
x
0 IMPACTS
2. THERE ARE NO RETAINING WALLS PROPOSED FOR THIS PROJECT.T
0. 3. THE PROPOSED DEVELOPMENT IS OUTSIDE THE 100 YEAR
MATNE FLOODPLAIN. GZ
Ttl \ ®. o
\M7i �w .
SEE E
SEE TH 65,4
\ N, SCOTT R. COLLI 0i
7 w \ I NOTE: ABANDONED SANITARY SEWER MANHOLES TO BE 0 1.." (j7,
IA NN
CUT OFF 2' BELOW SURFACE. ABANDONED SANITARY
\ \ \ \ \ \\ \ �\ \\ \ \,� \ \ ` - / / - J SEVER PIPES AND MANHOLES TO BE FILLED NTH
FLOWABLE FILL. A PLUG IS TO BE PLACED AT
\06, v DOWNSTREAM INVERT WHERE THE, EXISTING/ PIPE
NNN TIES -INTO MANHOLE-1713-
LICKINGHOLE-11-112
LAC. 0. 035791
A
00
C:)
0\ �i&_tOCD
NAL (u
ENERGY DISSIPATER OUTFALL 662
VDOT SM. CLASS I
L-20'. VI -12'. D-2
RIPRAP OUTFALL 664
N
L-20% W-20% D-2'
EXISTING SANITARY
EXISTING SANITARY -
W/ GEO-TEXTILE UNDERLAYMENT\ SEWER EASEMENT +1
N, I RIPRAP SEWER 666 0
AT "N CLASS
12* CLASS 52
iso \\ L -20,D -2.W-12
D.I. WATERLINE -1-13
\W/ GEO-TEXTILE FABIR11C Llb(INGHOLE
vo 668
\ NN,
do&
06
(6 %K NOTE: PROPOSED SLOPES STEEPER THAN 3:1 SHALL HAVE
A z
-GRASSED.
LOW MAINTENANCE GROUND COVER, NON
T- MH -1- z 1: +>
N, PROPOSED- 0 _j :3
STREAM x 0
EXISTING S uj
A ,,MH GU AIL 0
0 u
BUFFER uj
XT
U) Mo 0
Lu m
0
A
Z _juQi
42m TEMPORARY, 0 LLJ zw
CONCRETE J Z CC
a! _j
Air ru Uj LU
11 - Ix (A ..
L-22'. S-0.5% A (A
Jj VDOT SM. ES -1 INV. IN 673.05 AM H
Eu
INV. OUT -67Z9\\ . v\ / ..� `\ �"
N,v 'N'-,
ROA 54! -FVW
14+00 ui
- ------ 4-- 15+00
EXISTING SWM FACILITY (u
'N Cd
1-1 1 / . - _
A7_7\
a_
4
Q)
+>
/0000
A
rn
V J!
% CD -2- -
/000, N, 'PROPOSED 8m 00 Go 00 00
J/ a C�l �,D
A I \ I C:>
DRAIN SYS C>
SAN. T INGHt
C)
H F 00 OF C$
A.
POOL
ll2wX6w TEE 12" BAST
LICKINGHOLE-11-115. � - \ \ DECK' 3.5
NOTE: STORM STRUCTURE 4 6n G.V.
IX, (TYP) 6>
C:)
SHALL BE PLUGGED UNTIL SUCH C)
oj
C3
TIME AS THE UPLAND AREA IS -FIRE0 ANT __r- J_
STABILIZED AND THE HYDRANT �\ _:'i " \ . , -1 - 1 1. 1 "I
LA
v `N, ABANDON 00STIN as�
TEMPORARY PIPE IS REMOVED. 0 SANITARY SEWER
I u
.2" METER AND V L9 rl�_ Q)
N I _j _j_ _jr I _j __j il'i F I r- BACK PREVENTER1 0)
v A
##A*
ej I I ill,:
F j CL
PROPOSE[ 0%�
J F I
j j ? I
�f - - - -1 z
TING C,4
MANHOLE OVER E)aSTlNG j ,j 1 5
0A• ,SANITARY SEWER _j j .�j u 11UTY
f 0
J, J --j a
♦ qo . 11 . ' �, I EASEMENT CD -1
(p /A'
r j -j-, J -j f 7�1
L F,
A
No
00
16+ 0
l000l!_
a,\
5 00
m
C14 L.0
WATERLINE0%
CONNECTION TO UPPER BALLARD FIELD vo F -
x > t--4 z 06
CD -2- -Z
LLI
C r% 4 WL4 z
a. CZ
•
ED
'EXISTING UPPER J
BALLARD FIELD N 0 22.5* BEND
uZ
NN, (10
12" WATERLINE N, • 684 >
®®
PROPOSED 12m
C)
D.I. WATERLINE
22.5* BEND 0-
0
INSTALL WA 3.5' Z_
Z V C
OFF PROPOSED L9
00
0. SIDEWALK
AL PROPOSED R/W -s 0
•
jo
ox C
1 0 u
FIRE HYDRANT
12X6TEE "8 N 94 CL z
REMOVE EXISTING 12 G.V.
IN, 6 12" CLASS 52 0
QL
-PLUG AND TIE-IN :3�
D.I. WATERLINE r
z
'M EXISTING UPPER BALLARD♦ 6" G.V. 4)
PROPOSED 12" WATERLINE 0 FIRE HcrR 9.6� 12*X6n TEE u
\ - 69Y 0
FIELD 12" WATERLINE 10
x
692
N, NNNI
N E
0
V tn
90* BEND o
-0 -r-
\ , % C-
MH -3A
(b 694
12m G.V.
x
V V �b LLj
x con
u)
IA -696 MH -6- TIE-IN ROAD z j
A
12 X8* TEE( TO PROPOSED C) F-4
"N
A \PROPOSED 2-12" G.V. BROOKLEY DRIVE En
INN, (40 1 (A K
C 8" G.V. _3
\A .0
05
12" WATERLINE PROPOSED 12" ;p 0
, " \ 1p
PROPOSED DRAINAGE EASEME Ll#&T
NT
% D.I. WATERLINE
A olo�\\ \1 A
N,
A
ON
A rl %
Q)
N\
(o90
NN
A
oo\"
ell
A
'N GRAPHIC SCALE
Pipe No.
Size (inches)
Max Depth (fast)
Easement Width PteqL*W (INA)
Easement Width Provided (bet)
1
42
3.97
13.4
20
3
42
6.10
17.7
20
5
42
5.12
15.7
20
68
24
3.85
11.7
20
7
42
4.06
13.7
20
9
42
5.01
15.5
20
11
42
4.79
15.1
20
13
36
6.04
17.1
20
15
36
11.49
28.0
28
17
36
10.92
26.8
27
19
36
13.17
31.3
32
26
24
5.28
14.6
20
28
Is
4.86
13.3
20
34
15
5.33
13.9
20
36
is
4.87
13.0 1
20
INSTALL WAS CID
C
OFF E/P
7 4_
C) (A
00 x
11.25* BEND lb
i V
V
u
14
8" PLUG- b tu
E
U)
Al Joe NO.
02006
0
\ItO
30 0 15 30 6Q/20 0
1 0
NN
SEE THI
9
4 1 =30'
\\ \ \\ \\\V \ lisr FEET A
M F+- 4 SHEET NO.
1 inch 30, ft. 0
120 PLUG
S-2
NN\
41-
LIST 1: GENERAL CONSTRUCTION NOTES
1. PRIOR 70 ANY CONSTRUCTION WHIN ANY EVS77NG PUBLIC RIGHT-OF-WAY, INCLUDING CONNEC71ON TO
ANY EXIS71NG ROAD, A PREMIT SMALL BE OIBTAWED FROM THE VIRi,OVIA DEPARTMENT OF
TRANSPORTATION (VDOT). THIS PLAN AS DRANK MAY NOT ACCURATELY REFLECT 7H£ REQWREVEN75 OF
7H£ PIERMIT. NF&W ANY DESAREPANMS OCCUR THE REGUMEME7NTS OF THE PERMIT SMALL GOVERN.
Z. ALL MATERIALS AND CONSTRUCTUN METHODS SHALL CONFORM TO CURRENT SPECIFTC4710NS AND
STANDARDS OF VDOT UNLESS 0774ERWSE NOTED.
J. EROSION AND SILTA77ON CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE 107H 7HE APPROVED
EROSION CONTRA!. PLAN AND SHALL BE INSTALLED PRIOR 70 ANY CLEARING GRADING OR OTHER
CONSTRUCTION.
4. ALL SLOPES AND DISRMBED AREAS ARE 70 BE FER7IUZED, SEEDED, AND MULCHED.
I THE MAXMIUM ALLOWABLE SLOPE IS 2.1 (HORIZONTAL: VERTICAL). WERE REASONABLY 08TAWABLE
LESSER SLOPES OF J. 1 OR LETTER ARE TO BE ACMEVED.
6. PAVED, RIP -RAP OR STABIUZA770N MAT LINED DI7CH NAY BE REQUIRED NHEN IN 7HE OPINIOV OF THE
COUNTY ENGINEER, OR DESGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABIUZE A DRAINAGE
CHANNEL.
Z ALL TRAFFIC CONTROL SIGNS SHALL CONFORM W7H THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC
CONTROL DEVICES
& UNLESS O7NERWSE N07ED, ALL CONCRETE PIPE SHALL BE REINFORM CONCRETE PIPE -CLASS Ill.
9. ALL EXCA VA 770N FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY W TH OSHA STANDARDS FOR THE
CONSTRUCT W INDUSTRY (29 CFR PART 1926).
BLASTING NOTES
1. BLASTING, WHERE REQUIRED, SHALL BE DONE WI7H CARE IN ACCORDANCE WITH ALL APPLICABLE
FEDERAL, STATE, AND LOCAL LAWS, ORDINANCES, RULES AND REGULATIONS OF 774E AUTHORITIES
HAVING JURIS17/C77ON AND BY SKILLED AND EXPERIENCED BLASTERS A BLAS77NG PERMIT MUST BE
OBTAINED FROM THE ALBEMARLE COUNTY FIRE PREWN77ON OFFICE PRIOR TO COMMENCING 7HE NORK.
2. ALL FEDERAL, STA TE, AND LOCAL REGULA 77ONS GOVERNING CONSTRUC770N SAFETY SHALL BE ADHERED
TO AND ANY VIOLA71074 OF SUCH REGULA7701VS SHALL BE DEEMED THE SOLE RESPONSIBILITY OF THE
CONTRACTOR AND/OR DEVELOPER.
J. PRECAU77ONS SHALL BE TAKEN TO PREVENT INJURY TO PERSONS AND DAMAGE TO PROPERTY. NO
BLASTING SHALL BE DONE WITHIN TWENTY--F7Vf (25) FEET OF ANY COMPLETED WORK OR ADJACENT
TO ANY 0774ER STRUCTURES UNLESS PROPER PRECAU77ONS ARE TAKEN. ENDS OF U77UTY LINES
ADJACENT TO 7HE BLAS71NG AREA SHALL BE COVERED TO AVOID DEBRIS AND DAMAGE.
PUBLIC PRIOR TO THE COMMENCEMENT OF BLAS7ING OPERA 770NS
5. BLASTING ON SA 1URDA YS; SUNDA M AND HOUDA YS WILL BE PERMITTED ONLY KITH SPECIAL
WRITTEN PERMISSION FROM THE ALBEMARLE COUNTY SERVICE AUTHORITY.
6. WHENEVER BUSTING WILL BE UNDERTAKEN IN THE VICINITY OF AN EXISTING UTILITY, IT SHALL ONLY "
BE DONE WI7H DIRECT "ONSITE" SUPERVISION OF 7HE AUTHORITY. ANY DAMAGE AS A RESULT OF
BLAS77NG OPERA77ONS SHALL BE THE SOLE RESPONSIBILITY OF 7HE CONTRACTOR
GENERAL WATER & SEWER
CONDITIONS
1. "K SHALL BE SUBJECT TO INSPEC77ON BY ALBEMARLE COUNTY SERVICE AUTHORITY INSPECTORS
774E CONTRACTOR WILL BE RESPONSIBLE FOR NO77FY1NG 774E PROPER SERVICE AUTHORITY OFF7CIALS
AT 714E START OF 774E *0ORK.
2. THE LOCA77ON OF EXIS77NG U77U77ES ACROSS THE UNE OF THE PROPOSED WORK ARE NOT
NECESSARIL Y SHOWN ON 7HE PLANS AND WHERE SHOWN, ARE ONL Y APPROXIMA TEL Y CORRECT. 7HE
CON7RACTOR SHALL ON HIS OWN /N/ TIA 774E LOCATE ALL UNDERGROUND LINES AND STRUCTURES AS
NECESSARY.
J. ALL MATERIALS AND CONS7RUC770N SHALL COMPLY WITH THE CURRENT EDI7701V OF THE GENERAL
WATER AND SEWER CONSTRUCTION SPECIF7CA 7TONS AS ADOPTED BY THE
ALBEMARLE COUNTY SERVICE AU7HOMTY
4. DATUM FOR ALL ELEVA 77ONS SHOWN IN NA 77ONAL GEOOE77C SURVEY.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR N077FWNG "MISS U77LI TY" (1-800-552-7001).
6. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF 3 FEET OF COVER MEASURED FROM 7HE
TOP 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 OUT SIDE OF ROADSIDE DITCHES
8. VALVES ON OEADEND LINES SHALL BE ROODED TO PROVIDE ADEQUA TE RESTRAINT FOR THE VAL W
DURING A FUTURE EXTENSION OF 7HE UNE.
9. ALL C004MERICIAL BUILDINGS WLL BE REQUIRED TO HAVE A BACKFLOW PREVE•N7ER
ROAD NOTES
GRADIN
1. 774E LA7EST EDI 7101V OF THE ROAD & BRIDGE SPECIFICA710745, THE ROAD & BRIDGE
STANDARDS OF THE VIRGINIA DEPARTMENT OF 7RANSPORTA7701V SPECIFICATIONS SHALL
GOVERN 7HE MATERIAL AND COIVSIRUC71ON METHODS OF THIS PROJECT.
2. WHERE UNSUI TABLE MA 7ER/AL IS ENCOUN7FRED IN 174E ROAD WA Y, 1 T SHALL BE REMOVED
FROM 7HE EN71RE ROAD RIGHT OF WAY WD 7H AND REPLACED WHERE NECESSARY WITH
SUITABLE MA 7ERIAL TO 774E SA 77SFAC7101V OF THE ENGINEER.
J. ALL GROWTH OF TREES AND WGETA710N SHALL BE CLEARED AND GRUBBED FOR THE
EN71RE EASEMENT. OTHER 7R£ES AND VEGETA7101V WHICH OBSTRUCT SIGHT DISTANCES
AT ROAD IN TERSEC 77ONS SHALL BE REMOVED.
4. ALL VEGETA 770N AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER
PRION? TO 714E CONS7RUC710N OF 774E SUBGRADE.
DRAINAGE
1. ALL PIPE CUL VER M EXCEPT PRI VA 71_ ENTRANCES; SHOWN HEREON ARE TO BE RCP WI7H
A MINIMUM COVER OF ONE (1) FOOT.
2. STANDARD UNDERDRAINS (CD -1 OR CD -2 OR U0 -4'S) TO BE PROVIDED AS INDICATED ON
THE PLANS, OR WHERE FIELD COND177ONS INDICATE:
J. ALL DRIVEWAY EN7RANCE PIPES SHALL BE A MINIMUM OF TWENTY (20) FEET IN LENGTH
AND HAVE' A MINIMUM DIAMETER OF FIFTEEN (15) INCHES AND SHALL BE PLACED IN
ACCORDANCE WITH 774E VIRGINIA DEPARTINENT OF 7RANSPORTAION SPEC117CA71ONS UNLESS
OTHERWISE NOTED ON PLANS
4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO 774E SA77SFAC77ON OF THE
ENGINEER. DRAINAGE EASEMENTS SHALL EXTEND TO A POINT DEEMED AS NA]URAL WATER
COURSE
PA WAEA
1. AN ACTUAL COPY OF THE CBR REPORT IS TO BE SUBMITTED PRIOR TO THE PLACEMENT
OF 7HE AGGREGATE BASE MATERIAL. IF THE SSV VALUES ARE LESS 7HAN 10, THE
DEVELOPER WILL BE REQUIRED TO SUBMIT FOR ENGINEERS APPROVAL THE PROPOSED
METHOD OF CORRECTION.
2. SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE, TEMPLATE AND
COMPAC71ON BEFORE BASE IS PLACED.
J. TEST REPORTS ON SELECT MATERIALS MUST BE SUBMIT7ED SHOWING 774E MATERIAL
MEETS REQUIRED GRADA 770N FOR TYPE 1, Il, OR Ill PRIOR TO PLAC4NG AGGREGATE BASE.
4. 7HE REQUIREMENTS TO PUC441U AGGREGATE BASE WILL BE WAIVED IN THE EVENT THAT
THE SURFACE COURSE IS BEGINNING AT 7HE COMPLE77ON OF 774E INSTALLA 77ON OF 774E
AGGREGATE BASE. IN THE EVENT 7HAT 774£ SURFACE COURSE IS APPLIED PRIOR TO 60
DAM, 774E PUGMILL REQUIREMENT WILL. APPLY.
5. THE USE OF AN AGGREGA TE SPREADER IS REQUIRED WHEN PLACING AGGREGA TE BASE.
6. BASE MUST BE APPROVED BY ENGINEER FOR DEPTH, TEMPLATE; AND COMPAC77ON
BEFORE SURFACE 7REA TM£NT IS APPLIED.
7. PRIME COAT MUST BE APPLIED TO BASE MATERIAL PRIOR TO PLACEMENT OF ASPHALT
(PRIME COAT RC -250 0 0.3 GAL./SQ. YD.).
8. BITUMINOUS SURFACE TO BE APPLIED IN ACCORDANCE WITH CURRENT VIRGINIA
DEPARTMENT OF 7RANSPORTA7TON SPECIFICA RONS
9. ENCROACHMENT- POSTS, WALLS, SIGNS; OR SIMILAR ORNAMENTAL STRUCTURES THAT DO
NOT ENHANCE A ROAD WA Y'S CAPACI TY OR TRAFFIC SAFETY, SHALL NOT BE PERMI T7ED
WITHIN 774E RIGHT OF WAY. ONLY THOSE STRUCTURES SPECIFICALLY AUTHORIZED BY
PERMIT ISSUED BY VIRGINIA DEPARTUETNT OF TRANSPORTA710N MAY BE LOCATED WITHIN
THE S7REETS RIGHT OF WAY.
CURB AND GUTTER
SLOPE VARIES
BIT. PAVE. SURF. CRSE.
AGGREGATE SUBBASE CRSS.
GRADED & THOROUGHLY
COMPACTED SUBGRADE
--
CURB & GUTTER POW OF
FINISHED GRAL E
PAVEMENT LOCATION
ilii
4'
lir=iii=
SM -9.5A
21-A
PARKING LOT
2"
6"
DRIVE AISLE
2"
8"
�" i'
?' SM A.5
1 �.1.
b
,'
Bose
EAW.. GROUND
x'
''.*
...
a
Dp
Claremont Lane
300
10
6' PLANINVO
o - ~ •
�► .:!!.w
11.24
sm9.5
-ITI-I i'
4' WOT 21A
SMW RASE
SlllP
*-
2.25
PLANIAMG
WDDT 21A
SlCNE
0.6
16.05
Marlbeck Drive
I_I=ITI-iTi
BIT. PAVE. SURF. CRSE.
AGGREGATE SUBBASE CRSS.
GRADED & THOROUGHLY
COMPACTED SUBGRADE
SUBBASE DEPTH IS BASED ON AN ASSUMED DESIGN CBR VALUE
OF 8. ADEQUATE SOILS TESTS OF THE SUBBASE SHALL BE
PERFORMED FOR ACTUAL DETERMINATION OF REQUIRED SUBBASE
THICKNESS PRIOR TO PLACEMENT OF SUBBASE.
TYP104L ALLTY & Rd1' "M! YffMf01 V
8'x11' CONCRETE SLAB
r THICK
SLOPE TO mm TO GUTTER
MW at O M d"m (min)
CLASS A3 CONCRETE WITH
89x8' W2.1xW2.1 WWF AND
BROOM FINISH
- 21-/1, r THICK
DUMPS TER DETAIL''
'NOTE: PLEASE SEE ARCHITEt1URAL PLANS FOR DIIMPSTM
ENCLOSURE DETML.
4' CONCRETE
SVENW.K
--
CURB & GUTTER POW OF
FINISHED GRAL E
PAVEMENT LOCATION
_-
4'
R�
SM -9.5A
21-A
PARKING LOT
2"
6"
DRIVE AISLE
2"
8"
SUBBASE DEPTH IS BASED ON AN ASSUMED DESIGN CBR VALUE
OF 8. ADEQUATE SOILS TESTS OF THE SUBBASE SHALL BE
PERFORMED FOR ACTUAL DETERMINATION OF REQUIRED SUBBASE
THICKNESS PRIOR TO PLACEMENT OF SUBBASE.
TYP104L ALLTY & Rd1' "M! YffMf01 V
8'x11' CONCRETE SLAB
r THICK
SLOPE TO mm TO GUTTER
MW at O M d"m (min)
CLASS A3 CONCRETE WITH
89x8' W2.1xW2.1 WWF AND
BROOM FINISH
- 21-/1, r THICK
DUMPS TER DETAIL''
'NOTE: PLEASE SEE ARCHITEt1URAL PLANS FOR DIIMPSTM
ENCLOSURE DETML.
4' CONCRETE
SVENW.K
--
CURB & GUTTER POW OF
FINISHED GRAL E
CG -6
CURB & GUTTER
_-
4'
R�
-- - -
Pavement Desks_-- --- -- --- _ - _
Locatim
AUr
HCV
Design
ADT
}1
E)Wr. GRO A ID
�" i'
?' SM A.5
1 �.1.
b
,'
Bose
EAW.. GROUND
x'
''.*
...
a
Dp
Claremont Lane
300
10
6' PLANINVO
o - ~ •
�► .:!!.w
11.24
sm9.5
2
4' WOT 21A
SMW RASE
SlllP
*-
2.25
PLANIAMG
WDDT 21A
SlCNE
0.6
16.05
Marlbeck Drive
3' W-2521-AS>I�
e'
10
340
aA.1E
5
£JOIST. aROrIpD S
S'
6'
2.3'
16'
6'
S'
S EJhST. GROLM
21A
8
0.6
116.05
(TRAVEL LANE) (TRAVEL LANE) (PARrCMVG LANE)
TYPIC.4L
ST".ff SWTIOW PrITH P.4R AV
ONS' .7-1,09 (55' R/Ar)
CZIRAilt7" 1.1"
AVT YV SCALA'
R,
CI
I
4' CORK ETE
ScK
CURB A GUTTER POW OF
FINISHED GRAL F
CG -6
CURB & GUTTER
4' CaVCftW
R�
EUST. GROWD1'
1•
2' sew A5
IZ±V
SIDEWALM
s
Ow.6'R�OIIAW
J
6.
4' WOT 21A
SIAD
a Aar
PLANTIIMG
4' WDOT 21A
S1ghE aASE
3"d' ?1 A
S7RP
S1dYE 6A3I<
EJosr. atauwv 0.51
5'
6'
2.5
16'
6'
5'
•5 EJdST. GyIOiAW
(TRAVEL LANE) (TRAVEL LANE) (PARKING LANE)
55'
TYPICAL
ST"TT A7AMIO1V NrITH PdR"M
ONr ,SIM (55' R/1F)
Jf/lRLB��!' lIR1Ya'
AVT fV SCALr
NO TE,
PAVEAAENT DESIGN MAY BE REVISED DUE 70 SOIL CONDI 77 VS AT TIME OF CONSTRUCTION.
A PRAMS COAT SMALL BE APPLAED BETNEEN 7HE AGGREGATE BASE AND ASPHALT COURSES NV A=MANE Nl7H ma T. STAMDAROS
8'x11' CONCRETE SLAB
D.�TOWARDS
PARIGNC3 LOT TRIP GENERA TION
3000 psi B 25 dop (min)
CLASS A3 CONCRETE WITH
6W W2.1xW2.1 WWF AND
BROOM FINISH
Table 4: Pavement Desi n OT Pavement n Guice-
--
----•�- -T-___
_--
_-
- -
-- - -
Pavement Desks_-- --- -- --- _ - _
Locatim
AUr
HCV
Design
ADT
CBR
SSV
Dr
Swiloce
b
a
Bose
b
; a
SWb-base
b
a
Dp
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
Marlbeck Drive
240
10
340
5
5
110.67 1=9.5
120
2
2.25
IBM -25
3
2.25
21A
8
0.6
116.05
GENERAL CONSTRUC770N N07ES FOR STREETS
1. CONSTRUC770N INSPEC77ON OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THE CONTRACTOR MUST
NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT (296-5832) 48 HOURS IN ADVANCE OF 774E START OF CONSTRUC770N.
2 UPON COMPLETION OF FINE GRADING AND PREPARA77ON OF THE ROADBED SUBGRADE, 774E CON7RACTOR SHALL HAVE CBR TESTS PERFORMED
ON THE SUBGRADE SOIL. THREE" (3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO 774E COUNTY. IF A SUBGRADE SOIL CBR OF 10
OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST
RESULTS FOR APPROVAL.
J. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO
ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY UNE OR A NATURAL
WA TERCOURSE
4. GUARDRAIL LOCA 770NS ARE APPROXIMA TE: EXACT LENGTH, LOCA 77074 AND APPROPRIA TE END 7REA TMMEN TS WILL BE FIELD VERIFIED A T THE
TIME OF CONSTRUC770N ADD177ONAL GUARDRAIL MAY BE REQUIRED AT LOCA77ONS NOT SHOWR° WHEN, IN THE OPINION OF THE COUNTY
ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE
EDGE OF PAVEMENT 70 THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SMALL BE INCREASED TO SEVEN (7) FEET.
5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDEN77AL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT CG -9(A, B OR C).
6. WHERE RURAL CROSS SEC77ONS ARE INSTALLED, ALL RESIDEN77AL DRIVEWAY EN7RANCES SHALL CONFORM TO VoD0T STANDARD PE -1.
7. COMPLIANCE WITH 774E MINIMUM PAVEMENT W07H, SHOULDER WID7H AND DITCH SEC770NS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION
DETAIL, SHALL BE STRICTLY ADHERED TO.
8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDI VISION PLA T VALIDA TION. SHOULD THE FINAL PLA T FOR THIS PROJECT
EXPIRE PRIOR TO SIGNING AND RECORDA770N, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID.
9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH 774E VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE
ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL.
10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, IN THE OPINION OF THE
COUNTY ENGINEER, OR DESIGNEE, 7HEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS
11. 774E SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED, OR AS DETERMINED BY WOT FOR PUBLIC
ROADS
12. VDOT STANDARD CD -1 OR CD -2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL CUT AND FILL 7RAN5/7701VS
AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROF7LES.
13. A VIDEO CAMERA INSPEC770V IS REQUIRED FOR ALL S70RU SEWERS AND CULVERTS 7HAT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY
INSPEC770NS. THE VIDEO INSPEC77ON SHALL BE CONDUCTED IN ACCORDANCE WI7H VDOT'S VIDEO CAMERA INSPEC77ON PROCEDURE AND WI7H A
VoDOT OR COUNTY INSPECTOR PRESENT.
(VARIABLE WIDTH)
4 " CONC. (3000 PSI AT 28
DA Y, OR STONGER)
`-- 4" 21-A STONE BASE
CONCRETE SIDEWALK
NO SCALE
PO�
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Phi
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IN
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SEWeRR.
A FILLE70 INVERT A SM00 ' ' �I' 12•
TION OF FLOW 6ETWX
KET At OUTLET PIPE SHALL 9E
YIN. 6" BEDDING
NOTE :
W/ NO. 613 STONE
1. BEDDING THICKNESS REQUIREMENT SHOWN
IS MIN11" AND SHALL BE
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2. THE CONSULTANT WILL DETERMINE WETHER
MANHOLES SHALL HAVE
EXTENDED OR NON -EXTENDED BASES.
3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS
TO BE SEALED & GROUTED
INSIDE 00 OUT.
TYPICAL MANHOLE
SECTION
SHOWING BRANCH
TIE—IN
NTS
FIG. S -I --A
A111=0 BOLES'. IRANWIMM PAtW POESTAI.E ETC.
8I4101LL IWf ME 1AIDATED WWNM THE MW W VNY,
V
WATER SEM
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UILITZ3 C11111U 4 A VAMM 0 >EVO EASEMM SHOMP E AT
W TO 7W RKWT OF MAY.
UTILITY LOCATIONS & EASEMENT WIDTHS
I GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL
MTIAL BACKFILL
BEDDING
a STOW
' STABLE SOIL ROCK
• SCRAPE THE BOTTOM Of 1HE TROOCN. FWAIOVE ALL
STONES TO INSURE THE PPE DOESN'T REST ON ROCK AND
THEN COMPACT THE SOK OR PROMOS A 4" BEDOMG OF
#" smw.
FOUNDATION IN P4)W SOIL UNDER—CUT CONDITION
UWTA
SOK
INITIAL BACKnu
row
STABLE SOIL OR
OBS STONE
NOTE
1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES.
Z. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED
ABOVE THE INITIAL BACKFILL.
3.71HE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS.
4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL. BE ALLOWED
IN THE TRENCH.
5. BELL HOLES SHALL BE DUG OUT MI ALL CASES.
DUCTILE IRON WATER
PIPE INSTALLATION & BEDDING
-- NIS
% W-2
ELEVATNON
PANT ALL SEM WIN2 COATS OF 11"U DWS PAIR
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MATH PART V. SECTION G OF THESE SPECIFICATIONS. �f
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BE PWORIO BY • : ; • BETWEEN EASIM PIPE _�<Z
- MANUFACUREROR ND
TTASTONE BEDDING sjONAL _
.._ - �.
NOTE' HYDRANT MUST BE
KENNEDY GUAR" (K -81A) EQIAPPED WITH CHARLOTTES -
MUELLER CENTURION (A-423) VI LE THREADS WHICH IS
QOR APPROVED EQUAL THE LOCAL STANDARD.
1
LENGTH OF BRANCH VARIES
6' MN 2' TO IV
(2701
7 CU. FT. a- ALVE
GRAVEL
.. :.. .... 6- (TATE
_• • •�. . •� , VALVE
��' �•• 8'X6'
TEE
2300 P.S.L. CONCRETE ;
BASE AND THRUST
BLACK AGAINST { '�
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AIN
WHEN THE SOIL IS DISTURBED OR WHEN MAIN THREADED RODS
MIN ALL MJSTALLATK>IO
tiS.
A HYDRANT IS LOCATED IN A FILL. ANCHOR RODS SHALL BE GALVANIZED
THE VALVE TO THE HYDRANT WITH 2-3/42' OR ASPHALT COATED
THREADED RODS IN ADDITION TO POURING
CONCRETE: IF NECESSARY, A STEEL PILE
SHALL BE USED AS ADDITIONAL SUPPORT
1. SURROUND WEEP HOLES Wl7H GRAVEL AND KEEP FREE OF CONCRETE.
2 MAINTAIN A 3' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
( NCIAIDING DITCHES )
3
FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
VALVE BOL
4. THE GATE VALVE IS ALLOWED N SHOULDER OR BEHIND THE DITCH.
IT IS NOT ALLOWED IN THE DITCH.
3 FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP
HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF
REQUIRED TO BE IN WET AREAS, THE NEEP HOLES SHALL BE
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
N.T.S.
FIG• W-4
Etfictim hWat 18. 2006
NOTES:
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$ ` U Lie. o. 035791
•EXISTING SANITARY
+I SET DOGHOUSE BASE 2'O
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ryNWCONCRETE
p�BLOCKS
� �IYs�Ew1ER / PIPE
�p��/ , a
DOGHOUSE OPENING SHALL �• ,N. • . • •!• •.• 1111... 12• CLEA AMM 2' V
BE PWORIO BY • : ; • BETWEEN EASIM PIPE _�<Z
- MANUFACUREROR ND
TTASTONE BEDDING sjONAL _
.._ - �.
NOTE' HYDRANT MUST BE
KENNEDY GUAR" (K -81A) EQIAPPED WITH CHARLOTTES -
MUELLER CENTURION (A-423) VI LE THREADS WHICH IS
QOR APPROVED EQUAL THE LOCAL STANDARD.
1
LENGTH OF BRANCH VARIES
6' MN 2' TO IV
(2701
7 CU. FT. a- ALVE
GRAVEL
.. :.. .... 6- (TATE
_• • •�. . •� , VALVE
��' �•• 8'X6'
TEE
2300 P.S.L. CONCRETE ;
BASE AND THRUST
BLACK AGAINST { '�
UNDISYLWA D STABLE
SOL' STEEL PILE
AIN
WHEN THE SOIL IS DISTURBED OR WHEN MAIN THREADED RODS
MIN ALL MJSTALLATK>IO
tiS.
A HYDRANT IS LOCATED IN A FILL. ANCHOR RODS SHALL BE GALVANIZED
THE VALVE TO THE HYDRANT WITH 2-3/42' OR ASPHALT COATED
THREADED RODS IN ADDITION TO POURING
CONCRETE: IF NECESSARY, A STEEL PILE
SHALL BE USED AS ADDITIONAL SUPPORT
1. SURROUND WEEP HOLES Wl7H GRAVEL AND KEEP FREE OF CONCRETE.
2 MAINTAIN A 3' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
( NCIAIDING DITCHES )
3
FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
VALVE BOL
4. THE GATE VALVE IS ALLOWED N SHOULDER OR BEHIND THE DITCH.
IT IS NOT ALLOWED IN THE DITCH.
3 FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP
HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF
REQUIRED TO BE IN WET AREAS, THE NEEP HOLES SHALL BE
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
N.T.S.
FIG• W-4
Etfictim hWat 18. 2006
NOTES:
L TNT A01 M f R Nw0/iT 0 CAR N AIMIL
i `1012WR As I GATT N A►ACL
R ALLArM1: MR TA wz CF
� 1 �A
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/ / ( IN FEET) ' \ \'.\ SCALE
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NOTES:
1. ALL FILL MUST MEET 90% COMPACTION.
2. VDOT STANDARD IS -1 REQUIRED ON ALL INLETS
WrrH THE EXCEPTION OF STR. 31 & STR. 33
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Table 6: Het
Table
TOW I
- - ---
1
DRAINAGE DESCRIPTIONS
11 11
+4�-+
"MM ON GRAM DISH
SPREAD AND INLET
_ _ 4.00
-
11.1
Whr for spread, and 6,5 Whr for copecity
and
1
1111
-
C49liciertt, n is 0.013
NLETS M SI�IP� ONION
SPOIEAD MD Niel SPREAD AICD
-
Niers M sullP, DsgN
SPMW AM Mt er SPREAD AICD
Het
n = 0.025 br CMP
--- , - ---- ---
(3u4ter
n = 0.01 for HDPE
Not
8.50
_zz_
Mteneft
is 4 Mw tar spread, and
Q5 Whr br
and
-
4.00
Is 4 Whr br spread, and
6.5 Whr far
and depth
18
26
4A
0.15
0.30
9
0M5 0.18 0.00 0.18
Co 4cWt n Is 0.013
kW I
I
I
I
to
098
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3.5120 0.1493 OAA 2.98 1.77
ktletHydm1ow
I
i
000
1CLob and Ou bw
1$
F%w nun: A16 -Out
Not
ICurb and Butter
0.90
QQ
S
J
�t
d
Q
t
U
d
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3
A
3
t•-
p
W
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0.081 O.a2 OAO 0.32
0204 0.82 OA0 0.82
STRA18
MA16
2A
2.0
00030 4.1600
0.0830 4.1600
0.07'
0.78
0.066
0.22
0.00
0.22
0.0010
0.0200 1
2.0 1
0.0830 1
4.1600
5.00
0.83
0.66
0.023
0.18 10.7810.1401
rot 016 0.76 0.140
V
066
0.00 am 0.0010 OA200 2A 0.0630 4.1600
6.27
2C
8A
Wt
fW
0.04 10.90
0.12 1
1
0A0 10.100
0.036
cor 6hw fbw
I 0A4 0.00
1 0.43 OAO
0.8
0.14
0.43
0.0010
0.0010
OA200
0.0200
2.0 1
2A
0.0830 1
0.0630 1
4.1600
4.1800
497
1 7.60
am
0.72
x
&a
STR 12
2C
eA
MR
fW
0.11
0.14
OAO
0.66
OA9e
0.120
PR - P, fbw
0.40 0.00
0.48 0.00
0.6
0.40
0.46
OA010
0.9010
0.0200
0.0300
2A
LO
0.0830
09830
4.1800
4.1600
726
7.81
0.73
OA0
O.tee
flu The e, fbw
OAe 10.90 1 0.001 I O.As 0.00
OM 10.90 1 0A38 1 0.23 OAO
STR 10
28
8A
Mft
rlpht 1
0.00
0A4
10.00 1
1 0.90
OAM
OA00
oon" ' , flow
1 0.32 1 OAO
0.14 1 0.00
oA
0.32
0.14
0.0010
0.0010
OAM 1
1 OAM00 1
2.0 1
2.01
0.0030
OAM 1
4.1600
4.10100
6.73
4.97
1 0.78
1 0.86
02
0.060
OA01.0
3726
x 6A corribited flow o.5
0.167
STROA
690
8.94
0.75
0.61
Wt0.07
0,14
0.716
10.7610.1081
0.053
0.21 0.00
0.43 OA I
0.21
0.43
0=0
0A016
00200
OAM
2 0
2A
OAgO
0.0630
4.1600
4.1590
575
7.46
0.84
0.72
1199
x
8A
011
0.21
0.00
0A90
oafbined flow
0.76 0.00
0.8
0.76
OA010
1 0.02002A
1
0.0830
4.1800
926
0161
0.181
8TR U
28
6.0
r
0-17
090
0.183
co n 11 flow
0.61 0.00
O.8
0:81
7iF0j
0.0000 12.0
1
OA830 1
4.1800
1 8.54
1 0.04
0.906
STR 36
28
6A
ON
OM
0.00
1 OA36
oofrbYted fbw
1 0.14 OAO
0.8
0.14
0.0010
OA900 1
2.0 1
OAM
1 4:1800
1 497
1 OA
0.176
STR 37
2B
6A
Wt
ftft
0.90
0.71
10.3010270
10.30102131
--
f., M " flew
1.08 0.00
0.86 1 0.00
0.1
1.06
OAS
0.0010
0.0010
090300 I
OAI200
2A 1
2-0
0.0830
0.0830
4.1500
I 4.1600
1 10-P
9x67
I066
0.60
am
37R 27
x
129 1
of OA01 should be used in a
&vV
condition
1.9
to the 1000006
0A050
42
8.96
2.52
F%w rurK 8A-6
--
- Wob pl-
- for irtlats do
in qw prmrowt
_to stonrlweW
_
areas vrll not have a cub spread, but vlAll hove inlet spread and
martapsrrtent bcftn, the &Mrft check scam M sulks for the 10yr
depth
cormto
the isclttet
-�
__-.__.
T"6:S -
WMDe
TOW I
- - ---
1
DRAINAGE DESCRIPTIONS
11 11
+4�-+
"MM ON GRAM DISH
SPREAD AND INLET
_ _ 4.00
-
11.1
Whr for spread, and 6,5 Whr for copecity
and
1
1111
-
C49liciertt, n is 0.013
NLETS M SI�IP� ONION
SPOIEAD MD Niel SPREAD AICD
-
Het
n = 0.025 br CMP
Cub and
(3u4ter
n = 0.01 for HDPE
Not
8.50
_zz_
Mteneft
is 4 Mw tar spread, and
Q5 Whr br
and
CoeAciertt, n is 0.013
18
26
4A
0.15
0.30
9
0M5 0.18 0.00 0.18
M
0.0090
�
OMM
3
2A
�
0.0830 4.1600
�
to
098
i
�or � � J
3.5120 0.1493 OAA 2.98 1.77
ktletHydm1ow
0.1i
i
000
-
1$
F%w nun: A16 -Out
4A0.03
ICurb and Butter
0.90
OA27 0.11 OAO 0.11
0,0090
�t
2A
25
5
1
3.8120 0.1483 0.114 1.80 2.22
3.8130 0.1483 0.14r 302 1.32
3.5190 OA483 0.119 490 183
d ca
v
$
5
•p .
dd
3
A.
000
0.30
16
0.081 O.a2 OAO 0.32
0204 0.82 OA0 0.82
O.00aO
0.0060
MA16
2A
2.0
00030 4.1600
0.0830 4.1600
Wt
1 0.07 10.75 1 0.066
0.36
0.00
am
09070
OMW12.01
Is 4 Whr for spied, and &5 Whr for and
0.0030 1
4Ax00
I 6.08
0.75
1 0.50
0.75
0.023
0.18 10.7810.1401
0.91
0A0.91 0.0010 OA000 12.01 OAM 1 4.1500
1 9.02
2C
&a
Wt
oorr' - A fbw
I OM 10.0010061 0.23 1 0.00
0.12 10.9010.1001 0.70 1 0.00
1.3
0.23
0.70
0=0
0.0010
I 0.0200 12A
1 OMW
1
2A I
0.0830 1
OA030
4.1600
4.1400
1 590
890
0.83
O.8i
^b
0.030
STR 12
10.37
x
&a
Mft
M M .. ntlfbw1
0.11 10.00 10.000 1 0.84 0.00 1
0.14102610.1201 0.78 OM 1
09
0:84
0.78
OjR07
0.0010
OAM
1 0.0200 1
2.0 1
2A
0.0030
0.0830 1
4.1000
4.1000
1 8.70
1 9.37
O.84
1 OM
0234
QQ
SIR 10
0.078
26
8.0
Wt
flu The e, fbw
OAe 10.90 1 0.001 I O.As 0.00
OM 10.90 1 0A38 1 0.23 OAO
1,4
0.83
0.23
OA010
OA010
OA900 1
I OAM I
2-0 1
2A I
0.00301
OA M 1
41090
4.1000
10.07
599
OA0
OA3
0�,•
0.16
Ma
0.045 029 OM 020
2C
8.0
W
f.,a Nredfbw I
1 0.07 10.7610.0631 0.36 0.00
0.14 10.7610.1001 0.89 0.00
o.8
0.30
090
0.060
OA01.0
10.6200 1
0.0200 I
2A 1
2A
0.0030 1
CAN 1
4.1000
4.1000
690
8.94
0.75
0.61
0231
0•
STRaA
x
8.0
d
om " jfbw
0.21 0.90 10309 1 123 0.00
1.0
1.23
OA010
090300 12A
0.06
0.0930
4.1560
1199
0.51
0180
STR20
26
8.0
ser
fbwj
0.17 0.90 0.153 OA0 0.00
1.2
am
0.0010
0AQ00 I
2A
OAM 1
4.1500
1 10.26
0.60
am
M36
28
6.0
a!
con'* i fbw
1 0.04 0.90 0936 023 0.00
1.0
0.23
09010
OA900
2A 1
0.0630 1
4.1500
1 596
1 0.63
0.943
sTR37
20
6.0
0.79674A9
oorreitedfbw
02
899
0.013
0.000042
8.37
2.01
0.1
STRZ7
•
Zc 129
slope of 0.001
Mft
0.00 0.30 0.270 1.78 0.00
0.71 10.30102131 1.38 1 0.00
be used in a sump 6511dNi0r1
1.76
1.30
3.1
OA019
0.0010
090100
I OAM 1
2A
20
0.0000
0.0830
4.1500
4A800
1200
11401,
047
0.50
--
- e iNets an
in kpsn pante
222
Mas vel not have a cub spw4 but will hoe Wet
WOW and
depth
0.00
0.00
0.000
12.833
12.22
- jar inlets
to stortmAw
67298
bcoon, the &Mft check Mann vA sulks for the 10yr
Cornoyaws
to the 1000006
0A050
42
Table 7: Grade Het n Table I--
__
- - ---
DRAINAGE DESCRIPTIONS
_
+4�-+
"MM ON GRAM DISH
SPREAD AND INLET
_ _ 4.00
is 4
Whr for spread, and 6,5 Whr for copecity
and
i
V
c
c
c
-
C49liciertt, n is 0.013
-
Het
n = 0.025 br CMP
Cub and
(3u4ter
n = 0.01 for HDPE
Not
_zz_
Pipe
18
26
4A
0.15
0.30
9
0M5 0.18 0.00 0.18
M
0.0090
�
OMM
3
2A
�
0.0830 4.1600
�
to
098
i
�or � � J
3.5120 0.1493 OAA 2.98 1.77
vi
0.1i
i
000
-
1$
F%w nun: A16 -Out
4A0.03
0.90
OA27 0.11 OAO 0.11
0,0090
OA300
2A
OA030 4.1600
OAs
O.M
0.73
3.8120 0.1483 0.114 1.80 2.22
3.8130 0.1483 0.14r 302 1.32
3.5190 OA483 0.119 490 183
��_-----�---_�-
0.11
03Z
0 0Z
OAO
0.00
OAO
-
-
-
33
31
!26
4.0
8A
000
0.30
OAO
0.88
0.081 O.a2 OAO 0.32
0204 0.82 OA0 0.82
O.00aO
0.0060
OA300
OA200
2A
2.0
00030 4.1600
0.0830 4.1600
-for irtbts drairtirp to 011, Inw - martapafftent , vrllere ayselwld lower b l,cilNiss is riot 100% captors -
-
Table 7: Grade Het Design Table --- --_
676.46
I I I I t
1 0A13
INLETS GRWF.
SPREAD - - --� - �- --
50
Is 4 Whr for spied, and &5 Whr for and
i6
1, 00.013
0.013
18
•0.03
0.75
0.023
8.408
10.31
5.31
0.12
a76.36
67621
lost
I
0.0050142
30
HydroioW
0.37
Cuxb and
Gutter
14
HN
0.75
0.030
am$
10.37
3.30
0.16
676.11
67724
175.3
0.013
0.005036
7.60
0:75
14
12
QQ
0.78
0.078
am
10.75
5.22
0.41
077.14
1 4.1900 0.90
OAM 4.1600 0.88
OA830 4.1000 OM
00980 4.1500 OA6
3.8120 0.1483 0.1517 288 1.40
3AM 0A483 01905 2.23 1.79
35120 0.1483 0.1415 392 195
3.8120 0.1403 0.1151 6.37 1.29
d
0.20
0.16
OA
1.33
�
0.00
0.00
CAD
0.00
-
-
-
-
7.00
1s 20
4.0
0.16
10.30
0.045 029 OM 020
0.0080
0=00
2.010.0830
1e 25
4 Oom
0.75
0.90
0.027 0.16 Om 0.18
oA880
o oM
2:0
33 28
4A
0•
OAO
0.ON 0.53 am am
0.0090
OAM
2A
31 26
8A
0.30
:A:19
0.06
0204 1.33 OAO 1.33
0.0060
OAv a
2A
- InNts drain to a�nnvr■ler nwly5frwnt
, wFws aWiw' d low b bclwNa
is riot
amodoo
e, ,00% copbm is
at &99*w
a
6
0.03
0.75
0.023
11.708
11.42
5.10
0.11
$75.25
$74.19
211A
0.013
0.005042
$ 28
1.64
6
4
0.21
0.75
0.158
12.833
1194
5.03
0.79674A9
673:47
899
0.013
0.000042
8.37
2.01
4
2
0.00
0.00
0.000
12.833
12.01
590
am
673.57
$7395
104A
0.013
0.0060
1 42
6.36
222
2
OUT
0.00
0.00
0.000
12.833
12.22
496
0.00
67298
a7220
150A
0.013
0A050
42
8.96
2.52
F%w rurK 8A-6
8A
6
1.29
0.75
0.986
0.908
am
6.35
8.14
$74.34
674.19
262
0.013
0.0060
24
4.71
0.10
F%w run: 33-10
33
31
0.15
0.75
0.113
0.113
am
6.35
677.10
$77.05
282
0.013
0.0050
15
247
0.16
31
29
0.30
0.06
0.204
0.317
8.50
5.70
E!O.7111
676.95
676.57
75.7
OA13
0.0060
15
3.46
0.54
29
10
0.25
0.70
0.175
0.624
8.88
5.81
0.9
676.47
675.81
180.6
OA13
0.0080
101
3.93
1.00
Pow run: 38-10
36
10
0.17
0.85
0.146
OA45
5.50
6.51
0.94
676.19
675.81
75.7
0.013
0.0060
15
260
0.44
Rpu► nun 37-29
37
1 29
1 0.04
0.80
0.032
0.032
690
6.36
020
•76.94
67'8.57
74.1
9.013
0.0050
15
1.84
0.67
F%w run: 27-12
27
12
2.73
0.75
2.048
2.041
7.;607
12.42
676.00
67 M
20.3
0.013
0.0050
24
5.81
OA8
Table 7: Grade Het n Table I--
__
- - ---
�___T-
_
+4�-+
"MM ON GRAM DISH
SPREAD AND INLET
_ _ 4.00
is 4
Whr for spread, and 6,5 Whr for copecity
and
i
V
c
c
c
-
C49liciertt, n is 0.013
-
Het
n = 0.025 br CMP
Cub and
(3u4ter
n = 0.01 for HDPE
Not
_zz_
Pipe
18
26
4A
0.15
0.30
9
0M5 0.18 0.00 0.18
M
0.0090
�
OMM
3
2A
�
0.0830 4.1600
�
to
098
i
�or � � J
3.5120 0.1493 OAA 2.98 1.77
vi
0.1i
i
000
-
1$
F%w nun: A16 -Out
4A0.03
0.90
OA27 0.11 OAO 0.11
0,0090
OA300
2A
OA030 4.1600
OAs
O.M
0.73
3.8120 0.1483 0.114 1.80 2.22
3.8130 0.1483 0.14r 302 1.32
3.5190 OA483 0.119 490 183
��_-----�---_�-
0.11
03Z
0 0Z
OAO
0.00
OAO
-
-
-
33
31
!26
4.0
8A
000
0.30
OAO
0.88
0.081 O.a2 OAO 0.32
0204 0.82 OA0 0.82
O.00aO
0.0060
OA300
OA200
2A
2.0
00030 4.1600
0.0830 4.1600
-for irtbts drairtirp to 011, Inw - martapafftent , vrllere ayselwld lower b l,cilNiss is riot 100% captors -
-
Table 7: Grade Het Design Table --- --_
676.46
I I I I t
1 0A13
INLETS GRWF.
SPREAD - - --� - �- --
50
Is 4 Whr for spied, and &5 Whr for and
i6
1, 00.013
0.013
18
•0.03
0.75
0.023
8.408
10.31
5.31
0.12
a76.36
67621
lost
I
0.0050142
30
HydroioW
0.37
Cuxb and
Gutter
14
HN
0.75
0.030
am$
10.37
3.30
0.16
676.11
67724
175.3
0.013
0.005036
7.60
0:75
14
12
QQ
0.78
0.078
am
10.75
5.22
0.41
077.14
1 4.1900 0.90
OAM 4.1600 0.88
OA830 4.1000 OM
00980 4.1500 OA6
3.8120 0.1483 0.1517 288 1.40
3AM 0A483 01905 2.23 1.79
35120 0.1483 0.1415 392 195
3.8120 0.1403 0.1151 6.37 1.29
d
0.20
0.16
OA
1.33
�
0.00
0.00
CAD
0.00
-
-
-
-
7.00
1s 20
4.0
0.16
10.30
0.045 029 OM 020
0.0080
0=00
2.010.0830
1e 25
4 Oom
0.75
0.90
0.027 0.16 Om 0.18
oA880
o oM
2:0
33 28
4A
0•
OAO
0.ON 0.53 am am
0.0090
OAM
2A
31 26
8A
0.30
:A:19
0.06
0204 1.33 OAO 1.33
0.0060
OAv a
2A
- InNts drain to a�nnvr■ler nwly5frwnt
, wFws aWiw' d low b bclwNa
is riot
amodoo
e, ,00% copbm is
at &99*w
a
6
0.03
0.75
Table 8: Pipe Design Tabb -
__
�___T-
_
+4�-+
N
---
RIPE DISlciM
i
V
c
c
c
-
n = 0.025 br CMP
n - 0.013 for RCP
n = 0.01 for HDPE
_zz_
Pipe
d..
U
C�
�
V
v
H
d
£°
�
�
�
c
vi
C
>
F%w nun: A16 -Out
1 1'
��_-----�---_�-
A18
18
11.30
0.75
8.475
8.475
10.00
5.37
46.80
679.18
676.46
140.2
1 0A13
0.006036
7.60
0.31
18
18
•0.03
0.75
0.023
8.408
10.31
5.31
0.12
a76.36
67621
27.7
0.013
0.0050142
30
7.61
0.37
to
14
0.04
0.75
0.030
am$
10.37
3.30
0.16
676.11
67724
175.3
0.013
0.005036
7.60
0:75
14
12
0.10
0.78
0.078
am
10.75
5.22
0.41
077.14
676.56
1169
0.013
0.000036
_---------_--
7.00
1.01
12
10
0.18
0.90
0.144
10.797
11.01
5.18
0.75
676.46
675.81
127.2
0.013
0.006042
6.16
1.27
10
a
0.25
0.86
0.220
11.a861127
5.13
1.13
675.71
M35
72.5
0.013
0.0060
6.26
1.42
a
6
0.03
0.75
0.023
11.708
11.42
5.10
0.11
$75.25
$74.19
211A
0.013
0.005042
$ 28
1.64
6
4
0.21
0.75
0.158
12.833
1194
5.03
0.79674A9
673:47
899
0.013
0.000042
8.37
2.01
4
2
0.00
0.00
0.000
12.833
12.01
590
am
673.57
$7395
104A
0.013
0.0060
1 42
6.36
222
2
OUT
0.00
0.00
0.000
12.833
12.22
496
0.00
67298
a7220
150A
0.013
0A050
42
8.96
2.52
F%w rurK 8A-6
8A
6
1.29
0.75
0.986
0.908
am
6.35
8.14
$74.34
674.19
262
0.013
0.0060
24
4.71
0.10
F%w run: 33-10
33
31
0.15
0.75
0.113
0.113
am
6.35
677.10
$77.05
282
0.013
0.0050
15
247
0.16
31
29
0.30
0.06
0.204
0.317
8.50
5.70
E!O.7111
676.95
676.57
75.7
OA13
0.0060
15
3.46
0.54
29
10
0.25
0.70
0.175
0.624
8.88
5.81
0.9
676.47
675.81
180.6
OA13
0.0080
101
3.93
1.00
Pow run: 38-10
36
10
0.17
0.85
0.146
OA45
5.50
6.51
0.94
676.19
675.81
75.7
0.013
0.0060
15
260
0.44
Rpu► nun 37-29
37
1 29
1 0.04
0.80
0.032
0.032
690
6.36
020
•76.94
67'8.57
74.1
9.013
0.0050
15
1.84
0.67
F%w run: 27-12
27
12
2.73
0.75
2.048
2.041
7.;607
12.42
676.00
67 M
20.3
0.013
0.0050
24
5.81
OA8
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PRE-DEVELOPME
Detained Arras
project arra
522
(should be roughly equal to grit of d atuxbance)
83.29
D.A. ;61 D.A. 02
D.A. fK3
D.A. #
D.A. 06
303.20 110.06 100 Year
W
percent capture
100%
(should be 90% or better)
�
0
f iac6W
Area
Ansa. (sc.)
1275
1.30
3.03
35.10
100.90
M
p
L
Li
O
0.30
0.30
0.30
0.301
0.30
r
Tc (min.)
16
16
16
ZO
45
Ww�
N
0
N
t -v
o
W
V
W
S
02
1276
1.30
3.03
31.31
56.09
W
010
16.88
1.72
4.01
41.79
76.75
i
3 9 r«n les
� Up
0100
22.291
2.27
5.30
56.74
109.45
L9
;
F-4
O
0
BaNMd V1Ak Fbed
wa Pond (4 x wW)
50% rsmoMi provided by Pale•
O
POST -DEVELOPMENT
�
G4
V
3
v
AddkkxW renrolal Pr's by
Lickingl Basin through the
Pro -Rate Share Contribution
M
BLOCK 3A BLOCK 3B.
BLOCK 2
BLOCK I.
BLOCK 4
D.A.#
D.A.95
i
W
o
�
U
o?
Arra ac.
3.35
2.41
1.69
4.33
5.28
36.10
100.901
Ow
0.80
0.70
0.78
0.86
0.76
0.80
0.301
Tc (min.)
1 5.5
6
6.5
5
7
12
451
w
O
�>
/
(
02
13.53
8.30
6.33
19.29
19.31
107.15
56.00
010
17.44
10.71
8.18
24.82
24.96
140.
76.7
0100
22.881
14.03
10.70
3263
32.64
183.77
109.45
Table 12: WOW QLm ty Compliance table
WAT9t QUAUTY COMPLUNME - UNinwte Development for Upper Ballard AW Pond
Detained Arras
project arra
522
(should be roughly equal to grit of d atuxbance)
83.29
151.80 53.35 2 Year
ane captured
52.2
153.1 208.23
303.20 110.06 100 Year
W
percent capture
100%
(should be 90% or better)
�
0
f iac6W
1.0
0 0.0
1.0, or 0.9 tOr silos in the drAlqpwt areas where
0 0.0
coter is WuW than 20%
/
n
M
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v
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i
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J
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L9
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wa Pond (4 x wW)
50% rsmoMi provided by Pale•
O
�
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AddkkxW renrolal Pr's by
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Pro -Rate Share Contribution
M
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L
U
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• Imper" s area In ale a detieioprnw tin desig mM grown, areas can be a minimum 20%
this is most often NOT the snore property, but the portion of the property within the subject drainage area, or the dralnege arse to the facility
"•" see Table 13
Note. WQV shown is 4 x WQV
Table 14: Dekwton Compianoe table
DETBIITION COMPLIANCE - Ultlrnate 3WM for Upper Ballard Field Pond
project arra (acres) 153.1 (rorg* equal to Into of dislu'W")
arse detained (acres) 153.1
percent captlrrre 100% (should be WW eon 80% and 120%)
v
r.roft
Detained Arras
C
C
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153.1
83.29
151.80 53.35 2 Year
153.1 115.80
210.50 66.03 10 Year
153.1 208.23
303.20 110.06 100 Year
W
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(" PLUNGE POOL W/ LEVEL �, - ___\ � \ I — — __ __ I -
I— _� / - , _1� .� \ , /. � �. 0- / -I,-- " __ __7 �- _____, --,el - __ _'l -1 I 1� I __ _ 2. CONTRACTOR TO NOTE AND FLAG LOCATION OF FLOOD PLAIN
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;0 SPREADER DETAIL - . -I- �� %, I l\ � \ / . _ a 1_' -, ", - I ,-, 'e - I I - " , I - - , - " I - __ - I AND WETLANDS. FILLING OR CONSTRUCTION ACTIVITY MAY NOT SCO R. COWNS�Z %
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0- (-I , I %% - 11 \ - — I 1\ -, / j I I 1 *%.� 1 1 1-1 , 6511 -,,, . 1, / . - I I I- __ I .1 U Vic. No. 035791.b.
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: - U �) " - - I , \1 "I I 1, 11 .. -_ - , I __ -9, � r I / - I I',' ,- , 11 , ACTIVITY WITHIN THE STREAM BUFFER SHALL BE LIMITED TO THE
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\ \1-1. _ � , I � I I / , / I . 11 " 11 LEGEND 108 NO.
I I --, 'I' l I I I . / , GRAPHIC SCALEL, 02006
1�_ - 11 � . i \ , , , , 50 , 0 , 25 ' 50 100 I 2W .1 I_
__ ___ 1. \ \ � 1, ; / . SEDIMENT TRAP DRAINAGE AREA m = = = = m m a
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'\I- __I , I i � � i I / I (_ I � I .
- '� ____ - - - I ! � � � " I I _� �' . ( IN FEET ) / . L,, — — —
\--I- __ 1, � � I \ I I / _1 / I SOILS LINE
I\ ----. I \ � I "I I ��1I _./_,-��'_�, --, " -, I,- . I I 11 I inch = 50 ft. .1 It SHEET NO.
- - I
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v
r r
Wro NOTES:
ro 1. THERE IS NO TREE CLEARING ASSOCIATED WITH THIS PROJECT.
'o 0 THE LIMITS OF DISTURBANCE FROM THIS SECTION ONLY INCLUDES
-,
OPEN FARM LAND. THE TOTAL LIMITS OF DISTURBANCE IS 12.79 AC.
2. CONTRACTOR TO NOTE AND FLAG LOCATION OF FLOOD PLAIN
. ........ Wo,
'Z
V'% / / ® I / i - 6h5 - _ AND WETLANDS. FILLING OR CONSTRUCTION ACTIVITY MAY NOT
SCOTT R COWNS%
LErL OCCUR WITHIN THE LIMITS OF THE FLOODPLAIN. CONSTRUCTION
z Al
ADtF ACTIVITY WITHIN THE STREAM BUFFER SHALL BE LIMITED TO THE Lic. o. 035791. -
0 SEWER TIE-IN. NO OTHER ACTIVITY IS ALLOWED WITHIN THE STREAM
MON OF /STRJE-AL4
���LOCA lbUFFER BUFFER.
0
SEE SHEET ESC -4 FOR DETAILS ON THE SEDIMENT BASINS.
IONAL
w/ 3.
aLbPRE , '
.
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LA S I RAP E�STHE
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LIMITS OF DISTURBANCE 1 ff 501
ET
1 inch 0 ft. SOILS LINE
SHEET NO.
SOILS NUMBER
36C ESC -3
m
NOTES:"
1. SET TREE PLUMB PRIOR 10 S I AKWG
REFER TO TREE
STAKING DETAIL
TRENCH EDGE AROUND
ENTIRE AREA TO BE
MULCHED
REFER TO ROOTBALL PIT
DETAIL
ALL PRUNING IS RESTRICTED TO THE REMOVAL OF DEAD AND BROKEN BRANCHES AND
2. SHALL BE PERFORMED UNDER THE SUPERVISION OF THE 1 ANI)SCAPF. ARiGHITECT.
N.T.S
NOTES:
1. SET TREE PLUMB PRIOR TO STAKING
: GUYING DETAIL CONSISTS
.> GUYS,SET 120' AROUND
IT PIT ON "UPHILL' SIDE
:RTO TREE
KING DETAIL
(PACT EXCAVATED SOIL
FORM ROOTBALL PIT
DOWNHILL SIDE OF TREE
NCH EDGE AROUND
RE AREA TO BE
CHED
"R TO ROOTBALL PIT
AIL
2. ALL PRUNING IS RESTRICTED TO THE REMOVAL OF DEAD AND BROKEN BRANCHES AND
SHALL BE PERFORMED UNDER THE SUPERVISION OF THE LANDSCAPE ARCHITECT
TREE PLANTING ON SLOPE
SECTION
.S N.
NOTES:
1. SFT TRFF PLUMB PRIOR TO STAKING.
2, ALL PRUNING IS RESTRICTED TO THE REMOVAL OF DEAD
ANV LWOKEN BRANCHES AND SHALL BE PERFORMED UNDER
THE SUPERVISION OF THE LANDSCAPE ARCHITECT.
3. DO NOT ALLOW AIR POCKETS TO FORM WHILE BACKFILLING.
4. IMMEDIATELY SOAK PLANT WITH WATER.
S. SEE IRRIGATION PLANS/DETAILS/SPECIFICATIONS AS THEY
RELATE TO THIS INSTALLATION.
SPECIMEN SHRU
IAS SPECIFIED C
DRAWING!
REFER TO ROv � vn�< �
DETAIL
SHRUB PLANTING
p i'STl
RENCH EDGE AROUND
NTIRE AREA TO BE
kILCHED
N.T S
Landscape Notes
BACKFILL TO TERMINATE
AT TOP OUTSIDE LIMITS OF
ROOTBALL
ADD MULCII OVCRTOP OF
ROOTBALL AND PLANTING PIT
LIMITS. BEGI N ZING AT NO MORE;
THAN 1" DEPTH AT TRUNK AND
TAPERING UP TO A DEPTH OF
3" AT PLANTING PtT LIMITS,
THEN TAPER TO PROPOSED
FINISHED GRADE
r VA .S
ROOTBALL
_K:-
OUT AWAY ALL WIRE BASKETS
AND/OR NON -BIODEGRADABLE
ROOTBALL WRAPPING AFTER
FINAL TREE PLACEMENT.
BURLAP ROOTBALL WRAPPING
TO BE UNTIED FROM TRUNK
AND CUT AWAY TO A POINT
AT LEAST 1/2 DISTANCE DOWN
ROOTBALL.
SCARIFY BASE OF PLANT PIT
WHEN EXCAVATING PTT. RREAK
THROUGH AND LOOSEN ALL
HARDPAN (REMOVE AS
NECESSARY TO FACILITATE
DRAINAGE(
-- REFER TO TREE
STAKING DETAIL
BACKFILL WITH CULTIVATED,
ORIGINAL SOIL- FROM PLANT
PIT EXCAVATION IF LOOSE. IF
EXCAVATED MATERIAL IS NOT
LOOSE, SUBSTITUTE WITH
ACCEPTABLE TOPSOIL
MATERIAL. AMEND BACKFILL
PER SPECIFICATIONS. COMPACT
BACKFILL W LIFTS BY FOOT.
WATER THROUGHLY AT 1/2
DEPTH.
nETURN AND COMPACT LOOSE
EXCAVATED MATERIAL TO
PLANT PIT TO ESTABLISHED
PROPER DEPTH PRIOR TO
PLANT PLACEMENT
NOTES:
1. NOTIFY LANDSCAPE ARCHITECT OF ANY SITUATION WHERE SOIL CHARACTERISTICS ARE NOT
AGREEABLE TO THESE PLANTING CRITERIA -OR WHERE- CONDITIONS RAISE CONCERNS -IN -
TERMS OF PLANT SURVIVABILITY OR WARRANTY.
2. CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT OF ANY PLANT DAMAGE EXPOSED BY,
OR INCURRED DURING. PLANTING PROCESS.
ROOTBALL PIT
SECTION
1. CONTRACTOR TO USE EXTREME CARE AND CAUTION AS NOT TO DAMAGE ANY TREES SCHEDULED
TO REMAIN OUTSIDE LIMITS of CONSTRUCTION. PROPERTY LINE SERVES AS LIMITS OF CONSTRUCTION.
2. NO CONSTRUCTION EQUIPMENT OR STORAGE SHALL OCCUR WITHIN DRIPUNE OF EXISTING TREES.
PRIOR TIO MOBILIZATION CONTRACTOR SHALL CONTACT LANDSCAPE ARCHITECT� ((LA)) TO DISCUSS
TREE PROTECTION EFFORTS. ALL TREE PROTECTION MEASURES SHALL BE APPROVED BY LA AND/
OR TREE ARBORIST BEFORE ANY CONSTRUCTION ACIIVIM SHALL TAKE PLACE ON—SITE.
CONTRACTOR TO MONITOR TREES FOR STRESS AND/OR DAMAGE AND ADVISE LA AND TREE
ARBORIST IF ANY OCCUR.
I CONTRACTOR TO NOTIFY LANDSCAPE ARCHITECT AND/OR TREE ARBORIST 48—HOURS IN ADVANCE
OF ANY CONSTRUCTION ACTIVITIY NEEDED WITHIN ANY TREE PROTECTION MEASURE. ALL TREE
PROTECTION MEASURES SHALL BE REPLACED IN ORIGINAL LOCATION ONCE WORK HAS BEEN
COMPLETED. NO WORK SHALL BE DONE WITHIN DRIPLMIE OF EXISTING TREES UNLESS APPROVED BY
TREE ARBORIST OR LANDSCAPE ARCHITECT PRIOR M WORK.
4. ALL WORK TO BE PERFORMED BY THE CONTRACTOR WITHIN THE DRIPLINE OF ANY EXISITNG TREE
OR TREE PROTECTION AREA SHALL BE DONE IN A MANNER SENSITIVE TO ENSURING NO DAMAGE
WILL BE DONE TO THE EXISTING TREES. THE PREFERRED METHOD FOR GRADING SMALL AREAS
WITHIN THE DRIPLIiE SHALL BE DONE BY HAND. LARGER AREAS TO BE GRADED MAY BE DONE WITH
A SMALL BOBCAT/TRACT—HOE. CONTRACTOR TO DISCUSS METHODS OF GRADING WORK WITH
LANDSCAPE ARCHITECT AND TREE ARBORIST PRIOR TO COMMENCI NC ANY SUCH WORK WITHIN
DESIGNATED TREE PROTECTION AREAS OR WITHIN EXM71NG DRIPLINES.
8. ALL PLANTS HAVING A QUANTITY GREATER THAN ONE(1) SHALL BE MATCHED AND SUPPLIED FROM
THE SAME SOURCE (PER SPECIES).
6. CONTACT LANDSCAPE ARCHITECT AT THE TIME OF PLANT MATERIAL DELIVERY, BEFORE ANY
SUBSTITUTIONS OR CHANGES, IF SCHEK&ED TYPES ARE UNAVAILABLE, AND FOLLOWING
INSTALLATION. ALL PLANT SUBSTITUTIONS SHALL BE APPROVED BY THE LANDSCAPE ARCHITECT
PRIOR TO PLACEMENT OF ORDERS.
7. LANDSCAPE ARCHITECT SHALL INSPECT AND APPROVE ALL PLANT MATERIAL AT TIME OF DEUVIERY
AS WELL AS AFTER INITIAL PLACEMENT PRIOR TO PLANTING. CONTRACTOR TO NOTIFY LANDSCAPE
ARCHITECT 48—HOURS PRIOR TO DELIVERY.
8. PLANT LOCATIONS TO BE REEVALUATED AND REVISED, IF NECESSARY, AFTER FINISHED GRADING.
9. MULCH IN PLANTERS AND PLANTING BEDS TO BE CLEAN AND FREE FROM PEST AND DISEASES.
MULCH SMALL BE APPLIED TO A 2—INCH DEPTH. MULCH RINGS 24—NICHES MIN. IN DIAMETER ARE
TO BE PLACED AROUND ALL TREES NOT LOCATED IN PLANTING BEDS. MULCH TWD BE DOUBLE—SHREDDED
HARDWOOD.
10.CON7RACTOR TO VERIFY ALL QUANTITIES BETWEEN PLAN AND PLANT UST AND REPORT ANY
DISCREPANCIES TO THE LANDSCAPE ARCHITECT IMMEDIATELY PRIOR M ORDERING.
11. ALL STREET TREES WITHIN THE PUBLIC RIGHT OF WAY SHALL BE MAINTAINED BY THE HOMEOWNERS
ASSOCIATION.
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