HomeMy WebLinkAboutSDP202100023 Plan - Approved 2023-04-18SDP 202100023 DUNLORA PARK PHASE II
GENERAL NOTES
06100-00-00-165RO
OWNER/APPLICANT:
DUNLORA INVESTMENTS, L L C
455 SECOND ST SE, SUITE 400
CHARLOTTESOLLE, VA 22902
ENGINEER.
COLLINS ENGINEERING
200 GARRETT ST, SUITE K
CHARLOTTESVILLE, VA 22902
(434)293- 3719
TAX MAP NO.:
06100- 00- 00-165RO (DB 4756, PG 607)
TOTAL PROJECT AREA:
8.62 ACRES TOTAL (PHASE ! = 7.60 AC; PHASE !l = 1.02 AC)
ZONING.
R-4 RESIDENTIAL (BY -RIGHT) - NO PROFFERS
AIRPORT IMPACT AREA (A/A)
PROPOSED USE.
PHASE l -
16 SINGLE FAMILY ATTACHED UNITS AND
12 SINGLE FAMILY DETACHED UNITS
PHASE ll - 3 TOWNHOUSES & 3 SINGLE FAMILY DETACHED HOUSES
REQUIRED DENSITY.•
4 DU/AC CLUSTER DEVELOPMENT
(NO MIN/MUM LOT SIZE)
PROPOSED DENSITY:
PHASE ! - 28 UNITS
PHASE ll - 6 UNI TS
TOTAL - 34 DU/8.62 AC = 3.94 UNITS/AC
OPEN SPACE.•
REQ: 2.16 AC OF DEVELOPMENT AREA (259);
PROV.• OPEN SPACE A (0.05 AC) + OPEN
SPACE B (2.55 AC) = 2.60 AC (30.29)
0.98 AC OUTSIDE CRITICAL SLOPES AND SWM (389 OF TOTAL)
THE OPEN SPACE W/LL BE DEDICATED TO THE HOA FOR PUBLIC USE
BUILDING HEIGHTS:
MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 35'
NON-INFILL SETBACKS:
FRONT: 5' MIN AND 25' MAX
SIDE. 10' BUILDING SEPARATION
REAR. 20' MIN AND NO MAX
SUBDIVISION STREETS:
PHASE I - CURB & GUTTER (PARKING ON ONE SIDE ONLY)
PHASE ll - UNITS FRON77NG RIO ROAD & DUNLORA DRIVE WITH
PRIVATE ACCESS ALLEY FROM VARICK STREET
WATERSHED:
THIS PARCEL IS NOT IN A WATER SUPPLY PROTECTED AREA -
SI7E DRAINS TO MEADOW CREEK.
AGRICULTURAL/ FORESTAL DISTRICT- NONE
TOPO & SURVEY.
TOPOGRAPHY AND BOUNDARY INFORMATION PROVIDED WITH
ON -GROUND SURVEY BY CARDINAL SURVEY IN SEPTEMBER 2016.
NOTE. • TOPOGRAPHY HAS BEEN UPDATED FOR PHASE ! LAND
DISTURBANCE. TOPO VISUALLY FIELD VERIFIED IN MARCH, 2021.
DA TUM:
NAD 83
EXISTING VEGETATION:
PARTIALLY WOODED W/TH EXISTING RESIDENCE STRUCTURES
LIGH77NG:
NO LIGHTING IS PROPOSED
PHASING:
THIS PLAN IS PHASE ll OF DUNLORA PARK (SUMMER 2021)
RECREA TION:
2.60 ACRES OPEN SPACE (PASSIVE RECREATION AREA)
PARKING.
PHASE ll: 2 OFF-STREET PARKING SPACES SHALL BE PROVIDED FOR
EACH DWELLING UNIT + 1 SPACE PER (4) UNITS FOR GUEST
PARKING:
TOTAL PARKING REQUIRED:
12 SPACES ON THE LOTS + (1) GUEST SPACES
TOTAL PARKING PROVIDED:
12 SPACES ON THE LOTS + (1) GUEST SPACES
BUILDING SITES:
PARCELS 1-34 MAY NOT BE FURTHER DIVIDED. ONLY (1) DWELLING
UNIT PER LOT SHALL BE ALLOWED.
BURIAL SITES:
NONE
STREAM BUFFERS/FLOODPLA/N. THERE IS A PORTION OF A WPO STREAM BUFFER LOCATED AT
THE SOUTHEAST CORNER OF THE SITE. THERE IS NO 100-YEAR
FLOODPLA/N LIMITS ON THE SUBJECT PARCEL, PER FEMA MAP
51003CO229D, FEBRUARY 4, 2005.
OFFSITE DISTURBANCE. •
NO OFFSIDE DISTURBANCE IS PROPOSED WITH THIS PLAN, EXCEPT
FOR THE TIE-IN CONNECTION TO 7HE SANITARY SEWER
WITHIN EX/STING UTILITY EASEMENT.
LANDSCAPING:
STREET TREES ARE PROPOSED ALONG THE NEIGHBORHOOD STREETS
IN ACCORDANCE WITH ALBEMARLE COUNTY LANDSCAPING
REQUIREMENTS.
LAND AREAS. OPEN SPACE.• 2.60 AC. (307.)
LOTS
4.86 AC. (567.)
ROW/ACCESS ESMT DEDICATION: 1.16 AC. (149)
IMPERVIOUS AREA:
ROADWAY= 29,600 (PHASE I) + 6,974 (PHASE lf) = 36, 574 SF (0.84 AC)
SIDEWALK/DRIVEWAYS= 21,188 (PHASE !) + 1,267 (PHASE 1/) = 22,455 SF (0.52 AC)
BUILDINGS= 63, 700 (PHASE !) + 7,955 (PHASE !I) = 71,655 SF (1.64 AC)
ITE TRIP GENERATION. TRAFFIC IMPACT NUMBERS ARE BASED ON THE ITE TRIP GENERATION
MANUAL, 8TH EDITION.
PHASE !:
CODES 210 WERE USED FOR THE DEVELOPMENT
PROPOSED 28 DWELLING UNITS
ADT RATE - 268 ADT (134 ENTER/134 EXIT)
AM PEAK RATE - 21 VPH (5 ENTER/16 EXIT)
PM PEAK RA TE - 28 VPH (18 ENTER/10 EXI T)
PHASE ll:
CODES 230 & 210 WERE USED FOR THE DEVELOPMENT
PROPOSED 3 TOWNHOUSE UNITS & 3 SFD UNITS
ADT RATE - 46 ADT (23 ENTER/23 EXIT)
AM PEAK RA TE - 3 VPH (1 EN TER/2 EXI T)
PM PEAK RATE - 5 VPH (3 EN TER/2 EXIT)
SLOPES THIS SITE CONTAINS BOTH MANAGED AND PRESERVED SLOPES AS
SHOWN ON THIS PLAN.
TRASH: ALL TRASH SHALL BE COLLECTED BY A DRIVING DUMPSTER
SERVICE - EACH LOT SHALL HAVE AN INDIVIDUAL TRASH
CONTAINER.
LIGHTING: NO ON STREET LIGH77NG /S PROPOSED WITH THIS PLAN.
DAM INUNDATION: THIS PROPERTY IS NOT LOCATED WITHIN A DAM /NUNDAT70N ZONE.
FIRE FLOW.• AS REQUIRED, ALL FIRE FLOWS WITHIN THE DEVELOPMENT SHALL BE
A MIN/MUM OF 1000 GPM AT 20 PSI. ADDITIONALLY, FIRE HYDRANTS
SHALL BE PROVIDED ALONG THE ROADWAYS FOR FIRE PREVENTION
AT A MAXIMUM SPACING OF 500 FT PER TRAVEL WAY.
EXIS77NG FIRE FLOW 1135 GPM MTH 66 PSI PRESSURE.
STORMWATER MANAGEMENT- A WPO AMENDMENT SHALL BE SUBMITTED FOR THIS PHASE OF
DEVELOPMENT FOR DUNLORA PARK. WATER QUALITY FOR THE
DEVELOPMENT SHALL BE ACHIEVED WITH THE PURCHASE OF
NUTRIENT CREDITS. WATER QUAN77TY SHALL BE SA77SFIED ONSITE
WITH THE PROPOSED DRY RETENTION FACILITY. DETAILS ON THE
NUTRIENT CREDITS AND THE DESIGN OF THE STORMWATER
MANAGEMENT FACILITY WILL BE PROVIDED WITH THE WPO AMENDMENT
PLAN.
MAJOR SITE PLAN AMENDMENT TO
SDP201800002
RIO MAGISTERIAL DISTRICT ALBEMARLE COUNTY, VIRGINIA
LAYOUT PLAN
SCALE: 1" = 40'
GENERAL BUILDING DEPARTMENT NOTES:
1. WHERE THE FLOOD LEVEL RIMS OF PLUMBING FIXTURES ARE BELOW THE ELEVATION OF THE
MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER, THE FIXTURES SHALL
BE PROTECTED BY A BACKWATER VALVE INSTALLED IN THE BUILDING DRAIN, BRANCH OF THE
BUILDING DRAIN OR HORIZONTAL BRANCH SERVING SUCH FIXTURES. PLUMBING FIXTURES HAVING
FLOOD LEVEL RIMS ABOVE THE ELEVATION OF THE MANHOLE COVER OF THE NEXT UPSTREAM
MANHOLE IN THE PUBLIC SEWER SHALL NOT DISCHARGE THROUGH A BACKWATER VALVE.
2. DUE TO REQUIRED DISTANCES FROM LOT LINES AND STRUCTURES AS REQUIRED BY THE NFPA,
UNDERGROUND PROPANE TANKS MAY BE PROHIBITED. THE BUILDER/DEVELOPER SHALL PLAN
ACCORDINGL Y.
J. RETAINING WALLS GREA TER THAN 3 FEET IN HEIGHT REQUIRE A SEPARATE BUILDING PERMIT. WALLS
EXCEEDING 4 FEET IN HEIGHT REQUIRE A STAMPED ENGINEERED DESIGN ALSO. WALLS REQUIRE
INSPECTIONS AS OUTLINED IN THE USBC.
4. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM THE MAIN TO THE STRUCTURE LOCATED ON
PRIVATE PROPERTY MUST HAVE A VISUAL INSPECTION PERFORMED BY THE BUILDING DEPARTMENT.
5. ALL ROOF DRAINS SHALL DISCHARGE IN A MANNER NOT TO CAUSE A PUBLIC NUISANCE AND NOT
OVER SIDEWALKS.
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VICINITY MAP
SCALE: 1" = 500'
ROADS
EXISTING CULVERT
CULVERT
Q
DROP INLET & STRUCTURE NO.
CURB
CURB & GUTTER
PROPOSED PAVEMENT
PROPOSED PERM PAVERS
EC-3A DITCH
6.
DEPTH OF EC-3A DITCH
-------
LOT LINE
EARTH DITCH
DRIVEWAY CULVERT
+ BENCH MARK
CLEARING LIMITS
VDOT STANDARD STOP SIGN
---- �� EXISTING CONTOUR
ypp PROPOSED CONTOUR
240.55 PROPOSED SPOT ELEVATION
Sheet List Table
Sheet Number
Sheet Title
1
COVER
2
EXISTING APPROVED CONDITIONS
3
LAYOUT AND LANDSCAPING PLAN
4
GRADING AND UTILITY PLAN
5
SITE UTILITY DETAILS
6
TRAFFIC, NOTES & DETAILS
7
PROFILES
8
DRAINAGE MAP
9
DRAINAGE CALCULATIONS
W
TOTAL NUMBER OF SHEETS
PREVIOUS DUNLORA PARK PLANS:
1. SUB2021-00082
2. SUB2019-00172
3. SDP2018-00002
4. WP02016-00058
5. WP02017-00035
6. WP02017-00052
7. WP02017-00052 AMENDMENT
Adiprhwkul-�
Submittal Type
Reviewed and Approved by the
Com"Develo epartment
Date�3
Sig
APPROVALS DATE
DEPARTMENT OF COMMUNITY DEVELOPMENT
PLANNER/ZONING (�UA A 3
ENGINEER
INSPECTIONS
ARB
DEPARTMENT OF FIRE RESCUE
ALBEMARLE COUNTY SERVICE AUTHORITY
VIRGINIA DEPARMENT OF TRANSPORTATION
HEALTH DEPARTMENT
TH 0Nt
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N/F NOTES:
11 PROPERTY LINE (TYP. CLUB DUNLORA, LLC. 1. IMPROVEMENTS SHOWN HEREIN ARE APPROVED PER DUNLORA PARK ROAD &UTILITY PLAN SUBzo16 zo6 AND DUNLORA �F�
E DITCH
XISTING ROADSIDE f
_ PARCEL: 6zF-Ai PARK VSMP PLAN WPO-zo17-35 (AMENDED WPO-zo16-5 ).
PG. 668) z. THIS PROJECT IS NOT LOCATED WITHIN FLOODPLAIN LIMITS, BASED ON FEMA MAP NUMBER 51oo3Cozz9D DATED O
R-4 RECREATIONAL CLUB EXISTING PRESERVED
3 FEBRUARY 4, 2005. O SCOTT R. LLINS
STEEP SLOPES '�
j TOPOGRAPHY & BOUNDARY INFORMATION PROVIDED BY ON -GROUND SURVEY BY CARDINAL SURVEY IN SEPTEMBER -
\. - z 16 AND FROM DEEDS AND PLANS OF RECORD. SLOPES HAVE BEEN DETERMINED LESS THAN z % WHERE INDICATED U Lic. No. 035791 �
IT PROVIDED BY RO DABUS AL AND ASSOCIATES DATED MAY
1 - U
--" -- � PER NEW TOPOGRAPHIC SURVEY AND SLOPES EXHIBIT H G E A �,�, 01/12/23 w4'
zlvA
SCHWARTZMAN JOEL & b)(h).
� 18 zo1 , AS PERMITTED UNDER SECTION o.
` 7
1 3 74 1
_._._ _ �_� _ \• PARCEL: 62F-15 D PRESERVED STEEP SLOPES EXIST AS SHOWN ON THE PROPERTY. S`sIDNAL E
�---- / SOUTHEAST CORNER OF THE SITE
.B 4679, PG 643) 5. ION OF A WPO STREAM BUFFER LOCATED AT THE
M
I - - —' -- __ I � _ : • � \ \ .�R'4 RESIDENCE THERE IS A PORT
6INUNDATION
. THE PROJECT ZONING S R-4 AND AIRPORT IMPACT AREA �ANZONE. )
LOT 1
f f 42 SFA
23SO SF \
APPROVED 15" RCP ENTRANCE CULVERT \ �\
LOT 2 � � \. `� `,.
TO DIVERT UPSTREAM ROADSIDE
DITCH UNDER NEW ENTRANCE LOT .8
x { 42 SFA \/ \ \ o
\\ \� \ .
Rc�' 42' SFA 8,143 SF\ \\ \s
_ 40 SFD � \ � \ o U)
50 I 2 510 , �, 7, 881 SF ` `� / \ \ \ \ \ �\ \ `M HERSON, MICHAEL OR CAROLYN >
3 �. \ S F \ �. `. \ � \ \. �., cn cn Q �
\ \ \ ,,\ \ \ ` PARCEL: 6zF-14
APPROVED / > \ �� \ (D.B. 3220, PG. 313) o H o z
Cy Lf)
APPROVED STREET e WA 1. LATERAL RESIDENCE
TREE (TYP.) (TYP.),,
a
APPROVED SIDEWALK - \ \Lu
/ LOT 4 \ APPROVED' \ \6 SI'� / `�• \. z Z w w O g
\ SAN. LATERAL \ . , �� �.` �\\\ \ O O O 0
/ 42 SFA (TYP.), �. �( \\ \ Q w
CITY OF CHARLOTTESVILLE - FBI z z cn
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PARCEL: 6i 16g 3 \` ' \ / x \ \
(D.B. 46z2, PG. 5z3) Q O ) / LOT 5 \
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LOT 5 \
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LATERAL LOT 29 � _ C /
' \ e \ 4 2 S I A \ o / / Lic. No. 035791,E
'\�4, 3 2 6 SF
01/12/23 w4
f _ t� - r i / \ Off. ° •. \ _ / i j \ . SI oNAL
- w f NEW SANITARY LOT �\ /
SEWER LATERAL
w /l nor 42' SFA
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■ ■ ■ ■ ■ ■ " LUG A D EXTEN % // /' GqR s8 6) FE Or 3p " / 4, 8 3 9 S F oQ .
- / J 6" D . W/L � i � S8 8 G 468-- � � . \ . � \ /,,� • .;> / n .:
MATCHLINE SEE T SHE TR. 4S 6�8 F SOT
3 G 4g8 - / s. \ \ T/ ,` H 6 �,
5' PRIVATE SANITARY / 1 RAINAGE 458' 6� ... ' / ` %� ` \� • \
STEEP SLOPE NOTES. / / 10 PRIVATE D 83 ��� . • . Q Q
1. FOR CONSTRUCTED SLOPES, THE MAXIMUM STEEPNESS IS 2: 1 LATERAL EASEMENT (LOT 31) / EASEMENT / / Q \ X J
i n
DnlraPk-2-7 INST. #: 202200005149 ° \ +
HORIZONTAL: VERTICAL . / Z Z a
( ) INST. #: 202200005149 / / \ ^� - / Ca Co o Uj
2. FOR GRASS STABILIZATION ON CONSTRUCTED SLOPES, THE RAISE RIM FROM / / / / e / X _ m Co Q_ w
/ ° 101 . /r� ,__moo � Z)
MAXIMUM STEEPNESS IS 3:1. SLOPES STEEPER THAN 3:1 MUST ELEV.453. , - -
' / 1 ° e y a .r Z JQ J Q
BE PERMANENTLY STABILIZED WITH LANDSCAPING VEGETATION TO 0 / YD C \ o
HARDIER THAN GRASS, WHICH WILL NOT REQUIRE MOWING. \, \ 1 ¢ o
/ YDB / 103 \. a' \ °.< \� z z cn cn
/ V1Ce
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PROPOSED r / ' i 14 e . i / \ \\ # w
n / \ LOT 28 \. .;,,. < -' a /^-_-`f p .e / \ F- ~ ~ Z
6 D.I. W/L /
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SFA/ i� ZO z w w O a-
ACSA NOTES: / T -
1. NOTE: ALL WATER METERS SHALL BE ACSA j/ / \\\: y1a r 20' PUBLIC �� \ �i ip �` / /
- BOXES. PROPOSED GRADING � / / \ � � � � ¢ �
APPROVED TRAFFIC RATED METER BO '. % DRAINAGE EASEMENT \. a a
� � • %, � INST.#: 202200005149 , . . `. � /' LOT 12/ � �' �I g g � LL
2. ANY UNUSED SEWER LATERALS FROM PHASE I ' 8 ' - �J \ ,
WILL NEED TO BE ABANDONED. / // / I� S \ 'PROPOSED SANITARY LATERAL v e
` 0
W
w. SFA\
r - r / WITH SADDLE CONNECTION ILC�� 27 \. •'.I / �/ / in V)
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V. 55.45 r h 4/ 4 9 ZT SF
' / >
1 /. V. 54.0 �' + '
/ j ` / \ 104 5 PRIVATE SANITARY \,
ij (P) V CURB - / �, r' _ �4,6 <SF ° LOT 13
y> h Q r LATERAL EASEMENT (LOT 29) \ \ \ \ /
CUT \
INST. #: 202200005149 \ x \ \ a
RAISE RIM- FROM ELEV � 6 52 � ~ • ` / e: J \ \ \ 4 4 5 3 /F /
EXISTING 20 ya r ` � / \ % \ - - _ \ ,
DRAINAGE EASEMENT J �O EXISTING D.I. TO E�EV. 451.00 \ \� \ 2 /,; , d \\ > /
3 / 'i j / / - \ OSE9 VDOT STD TYPE I RIPRAP \ \ \ . + //. •<p / / \ \ / / / / ,.N M
I - 0, PROPOSED WATER Q / , _t- '� / \ /LINE ANNEL w/ GEOT_ E_ XTILE FILTE \ 42 w
LATERALS FOR X / \(I X < ,' \ \ \ �j \ \ k
\ FABRIC/UN ERLAYM'EN CHANNEL 4`- SF , j / / o0 Co o N
/ LOT 33 & 34 Qom , a / \` / \ \ \ \ 1 \ �'\ \ \. - Q o MM ko N ,
f \ \ EXT T STING RIPRAP CHA, EL \ \ \. 1 f / / o
\ L /- \ �\ \6 \yam ` \ Y35' Q Z 0.22 CPS ` \ \ \ \ / \ \ f a Cd. * \ - �. / / ,� O O O O
- - _
6. \ 4.70 FPS
15' PRIVATE UTILITY ( \ ��� I _
EASEMENT D - 12 FT \
PROPOSED i / _ "''! \ _ �� ) , \ f Y�L1e\ �S OP 30%) \ \ \ \ 4 'SF�
FIRE HYDRANT & 6" G.V.
NEW SANITARY \ `, 1 Dc \ g� \ I �• \ 8 °p . /
SEWER LATERAL I S� \ \ �\ \ `/ \ �. , - �\L9
� EXIS NG DITCH OUTFALL Cn
7
TO. STREAM
EXISTING / 1
J WATERLINE \ M
\` PROPOSED WATER \ �� ` �, \\ \ EXISTIN WALL ; i-j N
T' .LATERAL LOT 32
\ \ \\ / \ /
NEW SANITARY \ k � -. �
SEWER LATERAL M 7
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/ • i f 1 I \ \ \ \�� \ �ti \ PRESERVED STEEP SLOPES ~ Q 2 j + (/� \ 0) Q
�
/ \ PROPOSED N 7
` PRIVATE STORM / \ Z
SEWER
n
\ �- \
/ ADDLE CONNECTIONS ` \
PROPOSED S � � J
1 x
FOR THE PROPOSED SEWER \ \ \\ 1 \ I I \ \ \\ J -
/ cL
LATERAL CONNECTIONS SERVING PUBLIC ACCESS EASEMENT I \ \ / FA J w
/ LOTS 33 AND 34 \ \ I v _
FOR SWM FACILITY , \ / \ � \` '5 � \_ F (n
MAINTENANCE EASEMENT LLI
INST. #:202200005149
H) L9
NOTE:
A. Q
WITH THE CONSTRUCTION OF THE THE / / �O ° \ I / \\' \ \ j // \ _ ~ � : ; '� NA STEEP SLOPES �` ` -- `L�Z 21 /
r MA GED STE 7
HOMES, THE CONTRACTOR SHALL TIEo+✓ \ \ \ I I \ \ \ Z
ROOF &FOUNDATION DRAINS FOR LOTS '
\ \ / PROPOSED SEGMENTED RETAINING WALL - \ / \ 4Q S F D
O a X \ \ / I \ � � HEIGHT=6 FROM GROUND TO TOP OF WALL \ W
32, 33 & 34 INTO THE YARD DRAIN SYSTEM / V
4� j �\ \ � � VAR. WIDTH PRIVATE �� \ �,\ / _ � -
YD G- CO D ALONG LINDLEY PLACE. - 1 8
�' 6' � \ \ UTILITY EASEMENT FOR THE TW=446, BG=440 � -\ / _-- _ M1 7, 2 ` �
\ _ BOTTOM WALL=438 \ ;. _
BENEFIT OF LOTS 29-34 \� �\ _ \ / \ �,� r--i
\ \ INST. #:202200005149 i I \ \ � \ \ \ �. \ / 1�
\ ( \ ��
\ i
- W �.. j
TEMPORARY GRADING EASEMENT FOR �\ \ \ 1✓ \ . _ - _
PUBLIC USE UPON DEMAND OF THE COUNTY ° �,. �'. �\ \ I; NEW SANITARY \ \ \ �� \ ' \ ' \ ` - _ V J
\ \\\ \ \ SEWER LATERAL \ \.
\ VAR. WIDTH PUBLIC SWM \ \ �. - -LOT'_ 2Q
COD FACILITY MAINTENANCE -
\ \ \ \ \ \\ \ \ Y \ \ \ \
\ ~
EASEMENT RFD W i
\ \ \
INST. #:202200005149 \ \ .. \.� Sr LLI
C I
PROPOSED DRY GRASS RETENTION SWM _.
FACILITY. SEE WPO AMENDMENT PLAN FOR \ \ \ \ \.... \ _ W
,SWM FACILITY DESIGN AND DETAILS. `\ \�'' ,\ \�� � ' _.. __
X
° \ 20' PUBLIC DRAINAGE YD E _ \ \ \ \ ` \ \ \ \ , r -. _ JLLj
EASEMENT
DRAINAGE DESCRIPTIONS \,
\ \ \ INST. #:202200005149 \� .__� __. \, \ \ \ \ \ \. \ \ \ \\
INLET INFORMATION COMMENTS \ -- ..-. _ -
PIPE INFORMATION \ \ \ -.._ . � ' � _ _ _ THESE SLOPES HAVE BEEN DETERMINED LESS THAN 25%STIR. NO. _ ` -
DIA. LENGTH SLOPE INVERT INVERT Curb SLOT RIM _ ~ \ \ 'PER NEW TOPOGRAPHIC SURVEY AND SLOPES EXHIBIT PROVIDED BY'\ \ \ \ \ *�» _ �-_` Q
MATERIAL INLET TYPE v \ \ \ \ \ \ -� --' _ -
(in.) (ft.) (%) IN OUT Type LENGTH ELEVATION \ \ \ \ ROUDABUSH, GALE, \ x - - - - _
� �� ~ � ` ` AND ASSOCIATES DATED MAY 18 2017 AS \ \ \ \ \ \ � _
YD C
12" YARD DRAIN 458,00 ° \ \ \ �j4 PERMITTED UNDER SECTION 30.7.4(b)(h) \ \\ \\ \ \\ \ , - O 1..�
\ � \ \ \ \\ -22 0
C-B 8 17.45 O.E.
454.72 454.62 HDPE
YD B 12" YARD DRAIN - - 457.80 \ ° °
B-A 8 20.40 0.59% 454.62 454.50 HDPE \ \ \ \ \ __ -
-- PROPOSED VDOT STD. TYPE I RIPRAP
1
A 12" YARD DRAIN - -
w
YD - 457.80 � \ ��\ "�� .`..-- "" LINED CHANNEL w/ GEOTEXTILE FILTER Gtr
A-102 8 33.02 0.76% 454.50 454.25 HDPE \ �\ FABRIC UNDERLAYMENT. CHANNEL TO , \ \ \\ MH15LU
458.71 VDOT STD. IS-1 REQ'D \ \ ~
10 \ EXTEND TO DRY GRASS RETENTION AREA ~
\ w
104 _� �� 0 w
D1 3B � � � \ \ �\ ` � � a aac. c=n
103 15 90.43 0.91% 453.75 452.93 HDPE \ L-75' Q z 0.28 CFS \ �\
MH-1 460-91 VDOT STD. IS-1 REQ'D \ \ \\ r ��_6
V - 5.50 FPS \ � \ \ \ ,'`; �` . %
102g� .\ Q ,0 0.35 CFS \ \'\ \ \ �` f/ �06 No.
101 15 79.67 1.92% 452.83 451.30 HDPE \\ �\ 152115
YD G
12" YARD DRAIN 456.25 r°, \� \ �,\ RIPRAP D ,o= 0.22FT GRAPHIC SCALE \ - _ f f
YD G-YD F 8 111.14 0.67% 450.25 449.50 HDPE \ � SWALE (SLOPEa30%) \ i
20 0 �0 20 ao so \ ` SCALE
. NO SCAL \ j �
YD F 12" YARD DRAIN - - 450.85 \ �\ \ r \ \\� \ / - - 1 "=20'
YD F-YD E 8 47.74 0.67% 449.50 449.18 HDPE
453.50 \ \ ' IN FEET ) -
YD E 12" YARD DRAIN - - \ -- -
YD E-YD D 8 47.32 11.74% 449.18 443.50 HDPE �\\ \ \ ( SHEET NO.
\ \ 1 inch = 20 ft.
COD 12" CLEANOUT - - 445.75 \ \ �• ~ 1 1
CO D-OUT 8 11.63 1 4.309/. 443.50 443.00 HDPE
I
ACSA GENERAL WATER & SEWER CONDITIONS (September 3.4, 2021)
1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS.
THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF
THE WORK.
2. THE ALBEMARLE COUNTY SERVICE AUTHORITY SHALL HAVE ACCESS TO USE THE AIRSPACE ABOVE THE
LOCATIONS OF CONSTRUCTION FOR THE FLIGHT OF UNMANNED AERIAL VEHICLES FOR THE PURPOSE OF
IMAGERY COLLECTION.
3. THE LOCATION OF EXISTING UTILITIES ACROSS THE LINE OF THE PROPOSED WORK ARE NOT NECESSARILY
SHOWN ON THE PLANS AND WHERE SHOWN ARE ONLY APPROXIMATELY CORRECT. THE CONTRACTOR
SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY.
4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER
AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA.
5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001).
7. ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE AND A HALF (3.5) FEET OF COVER
MEASURED FROM THE TOP OF PIPE, OVER THE CENTERLINE OF PIPE. THIS INCLUDES ALL FIRE HYDRANT
LINES, SERVICE LATERALS AND WATER LINES, ETC.
8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES.
9. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING
A FUTURE EXTENSION OF THE LINE.
1o. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.
11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS
FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE SAFE DRINKING WATER ACT).
12. THE SEWER LATERAL BEYOND THE CONNECTION AT THE SEWER MAIN SHALL BE PRIVATE. THE SEWER
LATERAL STUB -OUT SHALL UNDERGO THE ACSA LOW-PRESSURE AIR TEST TO SATISFY COUNTY TESTING
REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE
COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER
PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
13. THE SEWER LATERAL BEYOND THE CONNECTION AT A MANHOLE SHALL BE PRIVATE. VISUAL INSPECTION
AND PRESSURE TESTING OF THE SEWER LATERAL SHALL BE WITNESSED BY THE COUNTY BUILDING
INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH
MUST BE OBTAINED BY THE CONTRACTOR.
14. THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE IS PRIVATE. VISUAL INSPECTION AND TESTING
OF THE FIRE SPRINKLER MAIN DOWNSTREAM OF THE GATE VALVE SHALL BE WITNESSED BY THE COUNTY
BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER
PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR.
15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA.
16. PRIOR TO BACKFLOW PREVENTION DEVICE TESTING AND THE ESTABLISHMENT OF WATER SERVICE, ALL
BACKFLOW PREVENTION DEVICE INSTALLATIONS SHALL MEET THE ACSA BACKFLOW REQUIREMENTS AS
DETAILED IN SECTION 8 OF THE MOST RECENT REVISION OF THE ACSA RULES AND REGAULTIONS.
17. A DEED OF EASEMENT AND EASEMENT PLAT FOR THE UTILITY EASEMENTS, APPROVED BY THE ACSA, SHALL
BE RECORDED PRIOR TO ANY WATER AND/OR SEWER SERVICE BEING ESTABLISHED.
-'
BARS R 6' C-C TOP.
405
e5B'VC TIP.
IIIIT I B
TT
B
A A
1
~�L
..
30^DMAAETER
T
T T T I
TT
i i i! T T7-i
T I I
PLAN STRUCTURE
ESS AND PLAN
S A3 CONCREtE
CLASS Al CONCRETE
SECTION A -A
SECTION B-B
NOTES -
I. THE STANDARD SAFETY SLAB lSL-TI IS TO BE USED ONLY WHEN SPECIFIED N THE PLANS
ON THE DRAINAGE SIRAMARY SHEET AND]OR THE ORM04GE DESCFWTION. FOR MANHOLES,
•RRCTION BOXES. AND DROP INLETS WITHHEIGHTS GREATER THAN 12 FEET. THE SPACING OF
ADJACENT SAFETY SLABS SNLL BE B' TO IT WITH 40 SAFETY SLAB LOCATED WITHIN B FEET
OF THE TOP OR BOTTOM OF THE STRUCTURE. SAFETY SLABS SMALL NOT BE LOCATED BELOW
ANY INLET PIPE OF 30" DIAMETER OR GREATER,
2. THE COST OF THE A-1 6 INCLUDED N THE COST OF THE STRUCTURE.
SEE CAST N PLACE DRAWINGS
FOR FURTHER DETAILS
3. ACCESS OPENINGS ARE TO BE STAGGERED FROM ONE SIDE OF STRUCTURE TO THE
OTHER WHERE APPLICABLE. STEPS ARE TO BE STAGGERED ACCORDINGLY.
15 BARS ■ I' C-C TYR,
4. SAFETY SLAB MAY BE CAST -A -PLACE OR PRECAST. CAST-N-PLACE CONCRETE TO BE
-
-
CLASS A3 (3000 PSI. PRECAST CONCRETE 5 TO BE M T4000 PSI), REINFORCING
STEEL TO BE N ACCORDANCE WITH AASHTO MJ,.
5. ACCESS OPENINGS MAY BE 30' DWETER OR 30' SQUARE WHEN STRUCTURE WIDTH IS
tv
LESS THAN 30" THE ACCESS OPENING SHALL BE RECTANGULAR (STRUCTURE WIDTH BY
30" LONG).
TYPICAL PRECAST UNIT
TYPICAL CONCRETE SAFETY
SLAB FOR DROP
INLETS,
SPECIFICATIONROAD
MIND BRIDGE STANDARDS
MANHOLES AND JUNCTION BOXES
VRGI IA DEPARTMENT OF TRANSPORTATION
JO2
SHEET ,
RIEVSION DATE
1�.i•N
II DEO?E%TLE ORANAOE�FABRIC -PAVED SIOMDER I LONGITUDINAL PERFORATED PIPE I 11
NO. 8 AGGlvaAlE
I CRUS
C STRENGTH
STABRIIED dTN
GR/0E0 DRAINAGE PAYEIEHT
v y ,. 1
TYPE fY" HPE
1 N W.T-1
!" NOW. DIAMETER
�l ur[R
S.BORACE
SMOOTH WALL PVC
.tp1
SuEIIE/SE LAYER
' PPE
OUTLET WE
COHRIG ATEO PE
MSH10 M-252
1 .ST A[X#iC GATE. NA AGGREGATER fFIf51E OR
-G. F.D. (LASS HEET.NG .1 0 ADAVICH IEGINHEMENT. NON -PERFORATED OUTLET PIPE FOR USE
SEE NOTE
UNDER COMMERCIAL ENTRANCES AND FOR OUTLETS
VMIINLF
CRUSNNG
5'RENGTH
r tEDOF DF PAVED SHD(ADFR1
TYPE DF PONT
R W T
4• f4d1. DIAMETER
PAVED SHOULDER SECTION
swOOTN wALt Pvc
103
(FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER)
SMCOt4 WALL PE
70 PSNMHN
UDERDR.AN SHALL BE CCHTEM UtD[R fill® AND CUTTER. HE WALL THOINESS (LNI - INCHES
GEOTEXTLI MANAGE FARING - NIAR TESTED ACWRDI+G TO ASTM D-2Al2 AT 5T DEFLECT".
(OvIE" I'-0" AT TOP' DO_ GRADE
srAwuzEO -ES SrHC LDIER
ORALA+i LAV'EI SEE NOTE 9 -EP g�D
SI�NUSE LAYER - MAN LINE PAVEMENT NDN-PERFOIGTED Y Cnvmi: TYNN
5U8ORM7E"" gr1EIT PIPE �? - PIPPEE
SEE NOTE I
.37 Ar,CgEGATE, .8 AGGREGATE OR CTD4ED 4 PIPE ST D'UD-4 REO'D. SrD. IA-4 RE09-
GLASS NEETNG .H GRADATION REDURENENT �F
CURB AM GUTTER SECTION
(FOR USE WITH STABILIZED OPEN -GRADED DRAINAGE LAYER) 9DLLDER
PAVEMENT r 3
NOTES: E, E° $
1 4` MRILIW. PROVIDED ATTAI LNG MreNu 4' U AGGREGATE ON TOP OF PPE EDGEDRAINS IN GORE AREAS
2, wHEN THE LUQTLL)NAL PIPE CONNECTS DIRECTLY INTO A DRAINAGE STMCTUIE
tDRUP MEET, NANN0.E. GCT.I• NON-PEWORATED OUTLET PPES ARE NOT REOUTUM
3. NVIFFIT
A DIVE INERT ELEVATIVATION AT ON Of RECCEEIVING Of U"AtGE DITCH OR STRUCTI.M W A MINIMUM Of r-a.
4, ALL CONNECTIONS IELBOWS, WYES, ETC.' WITHIN PAT LIMITS FOR OUTLET PPE - ARE TO M OF THE SALE CIwlSHW- STR TH AS THE OUTLET PIPE. c0MMERcIL SDEWALI, OR
ENIRNNCE UNPAVED SPACE
5. OUrUFT PITIES ARE TD U INSTALLED GAIN 22 YIN. (3%DCVRAtiE) GRADE AND PERFORATED
LOCATED EVERY Mo.. AT.MUM OR AS NOTED ON PL�C ANS. PERFORATED
tEHRCR TN ( pRAN
L OUTLET PIPE TO BE SECURELY CONNECTED TO Ew-T2 OR OOTHEROR,WNlAGE AGQIE GATE
sTTacTLRE.
7, WITHIN THE LOTS OF A COMMERCIAL ENTRANCE, NON-PCIw ORARD PPF SMALL B
UTILIZED N LIEU OF PERFORATED PPE. FLWLNE ROADWAY
S. THE UENCTH OF PPE BETWEEN THE WYE CONECTIDIN AND THE EW-12 SHALL BE SID. CLAD I
LITO
WIT® TO NO MORE THIN T-O' TO PERMT CAMERA INSPECTION OF THE MAN LIE I CUTTER I C ERCLA"AL E�lnN�EiCUR9 RE4URNS LTGII iER
N EITHER DIRECTION. WEL BE NON-PERYORATCD PIPE.
I. N STUATONS WHEN FILL DEPTH OF STAWJZfD OPEN-GPAOED MATERIAL CANNOT
K MANTAIED ENDER CUT B AND OUT TER NO. 2E AGGREGATE SHALL BE USED
UNDER CM AND GUTTER.
NO. 21B AGGREGATE NAY ASO HE USED FROM TOP OF STABILIZED OPEN-(RRAOED
MATERAL LATER AND CU98 AND CUTTER.
KCFICA70NFIERENCE
VAT
240 STANDARD PAVEMENT EDGEDRAIN ROAD AND BRIDGE STANDARDS
258 REVISION DATE I SHEET 2 OF 2
50, VRGINA DEVARTMENT 6 TRANSPORTATOH OB.O7
Rol
IAp-4
LWERDRAN SHALL BE CENTERED JNOER CURB AD GUTTER
OEOTEXTLE °RAVAGE FAswc
(OVERLAP T-O' AT TOP' PAVED SHOULDER
(OVERLAP '-O` AN7'GTOP) C
VERLb'
PAVEMENT -
MATERIAL
CURET PPE ILIA
AIBORIDE
SEE NOTE 1 457 AGGREGATE. re Sl,9GR1DE OUTLET PPE
2,•Q„ •O„ AGGREGATE OR CRUSHD SEE NOTE I
GLASS MEETING .8 .57 AGGEGATE. 08
KM "PPE
V,IiSABIE GRADATREQUIREMENT, A6G EGATE OR CRUSHED
GEDGE tf PAVED SNIXRDERI GLASS MEETING A5
GRADATION REGLNE".
PAVED SHOULDER SECTION CURB AND GUTTER SECTION
_ _ W - _A__
LID TD ELBOW. UP TO ELBOW.
PPE 6 P ORATED 4S• ELBOW PFE IS PERFORAi EO
CQNKrTMON
PPE -LESS AGGREGATE
PRIMARY DIRECTION TRENCH WITH
OF HATER FIG. ONNNAOE FABSC
NON PERFORATED
OUTLET PPE ItYPICAL)
45• ELBOW
CONNECTION
45' WYE
CONrECTroN PAY MATS
FOR OUTLET
p' MAMA. PPE TO
r-�(N WITH
45• ELBOW
(TYPICAL)
OUTLET PIPE
NO SCALE
SPEcrICATION
ROAD MOt AWARDS STANDARD PAVEMENT EDGEDRAIN RErvRENcE
SAFE' t OF 2 REVISION DATE 2
35
VRGR4A DEPARTMENT OF TRN£TP'DR'AigN `A1
701
t9B.I>L
CD- 2
Pc.
. HATE ORS. Y FOR
PAVEMENT TM OF CUT `r '
SUBBASE TOE Of, FL1
RIDE 12
RILL (p16NATI0N UDEPoMMN N' DR RWIOAL) T+ox SHOULDER LEE
M
EDGE OF PAVEMENT
AME
COMBINATION UNDERDRAM CO-2 ON FILLS TRAVEL LS4
CENTER LINE SECTION ) F
(WITH TYPE ISELECT MATERIX) I'i EDGE OF PAVEMENT
SHOULDER WE
TRENCH PLACEMENT L_�y TOE aF FILL
•F PAVEMDIT SLRFAE L BASE / LIMITS OF PAY FOR
t- suBBASE OUTLET PPE
-cT MATEwAL TYPE IORI PLAN VIEW SHOWING PLACEMENT OF
o RS7 AGGREGATE. R8 A,r,TEGATE OR CRUSHED CD-2 UPDERDR/W
GLASS MEETING A8 GRADAT04 REOUNEENM
GEDrE)r
DRAINAGTLEE NON -PERFORATED OUTLET PIPE
FABRIC
OR
t PAVEWNT SURFACE I BASE
k-T
STRENGTH
014AETER"NON.
dA1ETFA
SMOOTH wN1 PVC .D3
0,153
SMOOTH
70 PS mixx
]0 PSl NAfR
SIMASE OR CEMENT STABILIZED SUBBASE -
�-SELECT MATERIAL TYPE OR SIBfAADE
(CEMENT OR UME STABLREDI M WALL THICKNESS (M.) - INCHES
G. •• o .57 AGGREGATE, 08 AGGREGATE OR CRUSHED WNW TESTED ACCORDING TO ASTM D-2412 AT 5%DEFLECTION.
GEOTFJ(TLE GLASS MEETING 48 ORADATICH REQUIElk"M
DRAINAGE 1'-0"
FABNc GENERAL NOTES
1. TRENCH SHALL BE FILLED WITH AGGREGATE AND THNOLGGHIY HAND TAPED TO
INSURE COMPACTNESS.
APPROACH SLAB PAVEMENT 2. OUTLET PPE SHALL BEGIN AT THE EDGE OF THE TRAVEL LINE PAVEMENT AND
SHALL BE PLACED ON A GRADE PARALLEL TO THE SHOULDER POPE 2 % MN. (31
DESIRABLE' GRADE.
BRIDGE
CD-2 SUBBASE 3. ON ONTO ENO GLITTER SECTIONS, WHERE IT S IMPOSSIBLE TO OTHERWISE PROVIDE OUTLETOR R J14D M INNS' THEY ARE TO BE LOCATED SO AS TO DRAIN INTO DROP
INLETS
S.
(LEGATE BAST MATERIAL TYPE 4. ON SIPERELEVATED SECTIONS. TRENCH 6 TO BE UDER ENTIRE PAVEMENT AREA
5'-0 SIZE NO. 210 IS" MN. DEPTH) WITH OUTLET PPE ON LOW SIDE ONLY
5. INVERT ELEVATHON AT OUTLET ETD OF OUTLET PPE TO BE A IfIRV OF r-O" ABOVE
INVERT ELEVATION W RECEIVING ORANAIIE DITCH OR STRUCTURE.
PLACEMENT OF CD-2 LNDERDRAIN AT & ALL CONNECTIONS (ELBOWS. WYES, ETC.) W17MM PAY UMTS FOR OUTLET PPE AE TO
BRIDGE APPROACH SLABS BE OF THE SAE CRUSHING STRENGTH AS THE OUTLET PPE.
7. OUTLET PPE TO BE SECIIELY CONECMD TO EW-VOR OTHER MANAGE
STRUCTURE.
RL. STANDARD COMBINATION UNDERDRAIN
232 (AT GRADE SAGS AND BRIDGE APPROACHES)
" VRGHA DEPARTME
NT OF TRANSPORTATION 08.05
701
15 1/2" E.J.I.W. 1574 CAST IRON CLEANOUT FRAME AND LID
INSTALLED FLUSH WITH FINISHED SURFACE
10 1/4"
CONCRETE COLLAR POURED
SEE PAVEMENT
AROUND CLEANOUT COVER
7 1/2" EXISTING GRADE REPLACEMENT
(3S00 PSI)
REQUIREMENTS
' ,I •• PVC FEMALE CLEANOUT ADAPTER
WITH INVERTED NUT SCREW CAP OR
FLAT SLOTTED SCREW CAP
KOR-N-SEAL No. S406-10 AWS*
WITH 10 1,14" BAND
PVC PIPE SEE BACKFILL AND
BEDDING
'� `�• `""'� 45o BEND REQUIREMENTS
PVC PIPE SEWER LATERAL
SANITARY LATERAL "
WYE
- -
(T)-
Igglim
(-------------
'A
BOTTOM OF TRENCH SECTION -A'
SEWER
CUSTOMER'S PROPERTY
EASEMENT OR RIGHT-OF-WAY n� f
SANITARY LATERAL
(WHEN INLINE LAYOUT REQ'D)�
-.tr. r•:u�,, ;,: CAST IRON CLEANOUT
i S FRAME AND LID
L•
,
y E
JA."u
yY
- - - - - - - -
1::'= �'C•C...:.w• „'.;� ,`.:, SEWER LATERAL
`'YY";,C WYE
*
•CONCRETE
A I,,
A
451 BEND
` COLLAR
} 24
- -
PLAN VIEW
STANDARD SANITARY CLEANOUT
IN PAVED AREAS
GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL
2a•MIN INITIAL BACKFIL 24IMIN
$, 8, E„ &.
MIN MIN. MIN MIN.
6" BEDDING
#68 STONE
' STABLE SOIL ROCK
* SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL
STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND
THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF
#68 STONE.
FOUNDATION IN POOR SOIL UNDER -CUT CONDITION
a MNINITIAL BACKFIL 4 MN
UNSTABLE a' 8' 8" s'
SOIL _ MIN MIN MIN MIN #68 STONE
GRANULAR FILL AS
�= APPROVED BY ACSA
l L O STABLE SOIL OR ROC
NOTE
1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES.
2.NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED
ABOVE THE INITIAL BACKFILL.
3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS.
4.NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED
IN THE TRENCH.
S. BELL HOLES SHALL BE DUG OUT IN ALL CASES.
DUCTILE IRON WATER
PIPE INSTALLATION & BEDDING
NTS
FIG- W - 2
TD-2
SEWER SERVICE LATERAL CONNECTION NOTES.
1 WHERE A SEWER SERVICE LATERAL CONNECTS TO A MANHOLE
AND NO INVERT ELEVATION FOR THE SERVICE LATERAL IS
INDICATED THE TOP (CROWN) ELEVATION OF THE SERVICE
LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE
TOP ((-ROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED
TO THE MANHOLE.
2 SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL
BE CONNECTED USING A PIPE SADDLE.
3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% �Q
(1/4" PER FOOT )
4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER DIAMETER 2' tglN
OF 4'.-7
S. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER
OF 3 FEET
SALT--/
TREATED
FINISHED GROUND 2 x 4
MARKER
It
(-rl Airn G-rnL Al t-r I A-rc0 Al r- AIKINJC r-TIr1KI
N.T.S.
FIG. S - 2
TD-27
I
PLACE 5' GALVANIZED " WANE- PG,I WITH
CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
AS DIRECTED MARKER LOCATION MAY BE SUBJEC
TO HIGHWAY DEPARTMENT APPROVAL. REMAINING BACKFILL SHALL
NOT CONTAIN ROCK MATERIAL
FINISHED GRADE 36"MIN LARGER THAN 5" IN ANY
DIMENSION
24"MI
INTIAL BACKFILL*
ilia 8"MIN (6" LIFTS)
EMBEDMENT *THOROUGHLY COMPACTED
- I ADJUSTABLE VALVE BOX W/ LID BY HAND OR APPROVED
SPRING LINE
OF PIPE MECHANICAL TAMPER
HAUNCHING
NO. 68 STONE -
BEDDING 6" max
4" min
FOUNDATION (SHALL BE
REQUIRED WHEN SOIL
CONDITIONS ARE UNSTABLE
ALL PIPE)
- M.J. GATE VALVE
NOTE
1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE
VVATFF LINE BACKFILLED ENTIRELY WITH NO. 21A STONE.
e b 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED
AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68
STONE SHALL BE PROVIDED
2500 P.S.I. - 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6"
CONCRETE S e 2'x 2' BEARINGAREA.
THRUST BLOCI 4 BEDDING OF INC. 68 STONE
a
e e e
d
a c
NOTE : IN REMOTE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRA TYPICAL SEWER PIPE
INSTALLATION IN TRENCH
TYPICAL GATE VALVE
NTS
FIG. S-3
TD - a TD-32
COVER UFT NOTCH
14 1/2"
12 3/8-
all 12 1/2"
WATER
CAST IRON LID
18" METER BOX
V,
1B"
6" EXTENSION
6"
PIPE SLOT
(2 (2 PLACES)
NOTES:
(1) FOR TOUCH READ METERS A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID.
TYPICAL METER BOXES
(5/8"-1" METERS)
NTS
FIG. W-7
TD-10
E
M
� E
\ E
Ln O o
X= N E W 00
Of
J OW \� 0Do a
E�w Uo IIIII� �a E
U rn
N N D _
,n w
N \ >
0
O
X
< u
CY CIEs¢n �� oErl 0
CD N D°0i �rT n 0, U
LU
U) E z En
Lai < �j (O w O
_J p K
:r j
E \Z O
< E
O •t , AV
EGo E
w AE E
�VU u T` CO
�N)� v E cOE
Zo `CO ��
000 1
O
z
< < ¢ 0
o E E E < ~
v E <<E E U
E N �a
tO0 LU
n u ru N� N l0 DO f
N N
LL
0 �
TYPICAL MANHOLE FRAME & COVER
N.T.S
FIG S-1-D
TD-25
NOTE: HYDRANT MUST BE
EQUIPPED WITH CHARLOTTES-
VILLE THREADS WHICH IS
Al
THE LOCAL STANDARD.
LENGTH OF BRANCH VARIES
6' MIN
2' TO 10'
(270-)
8"-22"VALVE
7 CU. FT.
BOX
#68 STONE -,II
jj
K"n,
i
ANN
2500 P.S.I. CONCRETE >I-.
BASE AND THRUST AA ,�',a.
BLOCK AGAINST
UNDISTURBED STABLE
SOIL. STEEL PILE l
WHEN THE SOIL IS DISTURBED OR WHEN
A HYDRANT IS LOCATED IN A FILL, IN ADDITION
TO POURING CONCRETE, A STEEL PILE SHALL
BE USED AS ADDITIONAL SUPPORT.
NOTE :
6" GATE
VALVE
a" x 6"
TEE
RESTRAINED JOINT FITTINGS
1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE.
2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT
( INCLUDING DITCHES )
3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND
VALVE BOX.
4. THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH.
IT IS NOT ALLOWED IN THE DITCH.
5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP
HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF
REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY.
TYPICAL FIRE HYDRANT ASSEMBLY DETAIL
N.T.S.
FIG. W-4
NOT
NO
DUAL SERVICE
SINGLE SERVICE
NOTE:
1) SADDLES SHALL BE USED ON PVC PIPE
11/8 BEND COI
TD-8
t' "WPRESSION . 3/4' MALE PIPE COUPLING
PPROV'ED EQUAL
FOR USE ON ATTACHED SINGLE FAMILY
RESIDENTIAL SERVICES OR DUAL RESIDENTIAL
AND IRRIGATION SERVICES.
2'
R
+ 117IAPRESSION • 3/4' MALE PIPE COUPLING
PPROVED EQUAL
FOR USE ON DETACHED SINGLE FAMILY
RESIDENTIAL SERVICE WHERE AN IRRIGATION
METER IS NOT PROVIDED.
TYPICAL SERVICE LATERAL INSTALLATION
(5/8" & 1" METERS)
G
NTS
FIG. W-6A
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GENERAL CONSTRUCTION NOTES FOR STREETS ROAD NOTES
1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL GRADING
BE MADE BY THE COUNTY. THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF 1
THE LATEST EDITION OF THE ROAD & BRIDGE SPECIFICATIONS, THE ROAD & BRIDGE
COMMUNITY DEVELOPMENT (296-5832) 48 HOURS /N ADVANCE OF THE START OF
STANDARDS OF THE VIRGINIA DEPARTMENT OF TRANSPORTATION SPECIFICATIONS SHALL
CONSTRUCTION.
GOVERN THE MATERIAL AND CONSTRUCTION METHODS OF THIS PROJECT.
2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, 2
WHERE UNSUITABLE MATERIAL IS ENCOUNTERED /N THE ROADWAY, IT SHALL BE REMOVED
THE CONTRACTOR SHALL HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE
FROM THE ENTIRE ROAD RIGHT OF WAY WIDTH AND REPLACED WHERE NECESSARY WITH
(3) COPIES OF THE TEST RESULTS SHALL BE SUBMITTED TO THE COUNTY. IF A
SUITABLE MATERIAL TO THE SA TISFACT70N OF THE ENGINEER.
SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED PAVEMENT J.
ALL GROWTH OF TREES AND VEGETATION SHALL BE CLEARED AND GRUBBED FOR THE
DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST
ENTIRE EASEMENT. OTHER TREES AND VEGETATION WHICH OBSTRUCT SIGHT DISTANCES
RESULTS FOR APPROVAL.
AT ROAD INTERSECTIONS SHALL BE REMOVED.
J. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC 4.
ALL VEGETATION AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER
RIGHT-OF-WAY OR WITHIN EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL
PRIOR TO THE CONSTRUCTION OF THE SUBGRADE.
DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO A BOUNDARY LINE OR A
NA TURAL WA TERCOURSE. DRAINAGE
4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCAT70N AND APPROPRIATE
1.
ALL PIPE CULVERTS, EXCEPT PRIVATE ENTRANCES, SHOWN HEREON ARE TO BE RCP WITH
END TREATMENTS WILL BE FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL
A MINIMUM COVER OF ONE (1) FOOT.
GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT SHOWN WHEN, IN THE OPINION OF
THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN GUARDRAIL IS 2.
STANDARD UNDERDRA/NS (CD-1 OR CD-2 OR UD-4 S) TO BE PROVIDED AS INDICATED ON
REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF
THE PLANS, OR WHERE FIELD CONDIT70NS INDICATE
ALL DRIVEWAY ENTRANCE PIPES SHALL BE A MIN/MUM OF TWENTY (20) FEET IN LENGTH
PAVEMENT TO THE FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE J.
INCREASED TO SEVEN (7) FEET.
AND HAVE A MINIMUM DIAMETER OF FIFTEEN (15) INCHES AND SHALL BE PLACED IN
5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY
ACCORDANCE WITH THE VIRGINIA DEPARTMENT OF TRANSPORTAION SPECIFICA7ONS UNLESS
ENTRANCES SHALL CONFORM TO VDOT CG-9(A, B OR C).
6. WHERE RURAL CROSS SECT70NS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES 4.
OTHERWISE NOTED ON PLANS.
ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO THE SATISFACTION OF THE
SHALL CONFORM TO VDOT STANDARD PE-1.
ENGINEER. DRAINAGE EASEMENTS SHALL EXTEND TO A POINT DEEMED AS NATURAL WATER
7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH
COURSE.
SECTIONS, AS SHOWN ON THE TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY PAVEMENT
ADHERED TO. 1.
AN ACTUAL COPY OF THE CBR REPORT IS TO BE SUBMITTED PRIOR TO THE PLACEMENT
8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT
OF THE AGGREGATE BASE MATERIAL. IF THE SSV VALUES ARE LESS THAN 10, THE
VALIDA770N. SHOULD THE FINAL PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND
DEVELOPER WILL BE REQUIRED TO SUBMIT FOR ENGINEERS APPROVAL THE PROPOSED
RECORDATION, THEN APPROVAL OF THESE PLANS SHALL BE NULL AND VOID.
METHOD OF CORRECTION.
9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA 2,
SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE, TEMPLATE AND
MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD
COMPACTION BEFORE BASE IS PLACED.
NAMING AND PROPERTY NUMBERING ORDINANCE AND MANUAL. J.
TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SHOWING THE MATERIAL
10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED
MEETS REQUIRED GRADATION FOR TYPE I, lI, OR 111 PRIOR TO PLACING AGGREGATE BASE.
BY THE DEVELOPER WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, 4.
THE REQUIREMENTS TO PUGMILL AGGREGATE BASE WILL BE WAIVED IN THE EVENT THAT
THEY ARE DEEMED NECESSARY /N ORDER TO PROVIDE SAFE AND CONVENIENT ACCESS.
THE INTERMEDIATE COURSE IS BEGINNING AT THE COMPLETION OF THE INSTALLATION OF THE
11, THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE
AGGREGATE BASE. IN THE EVENT THAT THE INTERMEDIATE COURSE IS APPLIED PRIOR TO 60
DESIGN SPEED, OR AS DETERMINED BY VDOT FOR PUBLIC ROADS.
DAYS OR MORE AFTER COMPLETION OF INSTALLATION OF THE AGGREGATE BASE, THE PUGMILL
12. VDOT STANDARD CD-1 OR CD-2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE
REQUIREMENT WILL APPLY.
SUBBASE MATERIAL AT ALL CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS 5.
THE USE OF AN AGGREGATE SPREADER IS REQUIRED WHEN PLACING AGGREGATE BASE.
SHOWN ON THE ROAD PROFILES. 6.
BASE MUST BE APPROVED BY ENGINEER FOR DEPTH, TEMPLATE, AND COMPACTION
13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS
BEFORE SURFACE TREATMENT IS APPLIED.
THAT ARE DEEMED INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO 7.
PRIME COAT MUST BE APPLIED TO BASE MATERIAL PRIOR TO PLACEMENT OF ASPHALT
INSPECTION SHALL BE CONDUCTED IN ACCORDANCE WITH VDOT'S VIDEO CAMERA
(PRIME COAT RC-250 ® 0.3 GAL./SQ. YD.).
INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT. 8.
BITUMINOUS SURFACE TO BE APPLIED IN ACCORDANCE WITH CURRENT VIRGINIA
DEPARTMENT OF TRANSPORTATION SPECIFICATIONS.
9.
ENCROACHMENT POSTS, WALLS, SIGNS, OR SIMILAR ORNAMENTAL STRUCTURES THAT DO
ALBEMARLE COUNTY
NOT ENHANCE A ROADWAYS CAPACITY OR TRAFFIC SAFETY, SHALL NOT BE PERMITTED
GENERAL CONSTRUCTION NOTES
WITHIN THE RIGHT OF WAY. ONLY THOSE STRUCTURES SPECIFICALLY AUTHORIZED BY
PERMIT ISSUED BY VIRGINIA DEPARTMENT OF TRANSPORTATION MAY BE LOCATED WITHIN
1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXISTING PUBLIC RIGHT-OF-WAY, INCLUDING
THE STREETS RIGHT OF WAY.
CONNECTION TO ANY EXISTING ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA
DEPARTMENT OF TRANSPORTATION (VDOT). THIS PLAN AS DRAWN MAY NOT ACCURATELY
REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES OCCUR THE
REQUIREMENTS OF THE PERMIT SHALL GOVERN.
2. ALL MATERIALS AND CONSTRUCT70N METHODS SHALL CONFORM TO CURRENT SPECIFICATIONS
AND STANDARDS OF VDOT UNLESS OTHERWISE NOTED.
J. EROSION AND SILTATION CONTROL MEASURES SHALL BE PROVIDED IN ACCORDANCE WITH
THE APPROVED EROSION CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY
CLEARING, GRADING OR OTHER CONSTRUCTION.
4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FERTILIZED, SEEDED, AND MULCHED.
5. THE MAXIMUM ALLOWABLE SLOPE IS 2. 1 (HORIZONTAL: VERTICAL). WHERE REASONABLY
OBTAINABLE, LESSER SLOPES OF 3: 1 OR BETTER ARE TO BE ACHIEVED.
6. PA VED, RIP -RAP OR STABILIZA 77ON MA T LINED DITCH MA Y BE REQUIRED WHEN /N THE
OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO
STABILIZE A DRAINAGE CHANNEL.
7. ALL TRAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM
TRAFFIC CONTROL DEVICES.
8. UNLESS OTHERWISE NOTED, ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE
PIPE -CLASS Ill.
9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLATION MUST COMPLY WITH OSHA
STANDARDS FOR THE CONSTRUC77ON INDUSTRY (29 CFR PART 1926).
CC-12
NOTE: COMPONENTS OF CURB RAMPS CONSIST OF THE FOLLOWING:
HYDRAULIC CEMENT SIDEWALK (DEPTH IN INCHES, AREA IN SQUARE YARDS)
GENERAL NOTES:
CURB WHEN REQUIRED (CG-2 OR CC-3 IN LINEAR FEET)
DETECTABLE WARNING SURFACE (AREA IN SQUARE YARDS)
1.
THE DETECTABLE WARNING SHALL BE PROVIDED BY TRUNCATED DOMES.
EACH OF THE ABOVE ITEMS IS A SEPARATE PAY ITEM AND SHOULD
BE SUMMARIZED FOR EACH CURB CUT RAMP.
2.
DETECTABLE WARNING SHALL BE FROM THE MATERIALS APPROVED LIST FOR
DETECTABLE WARNING SUFACES, PRODUCTS NOT LISTED SHALL MEET
SIDEWALK RAMP 12=1 MAX
48=1 MAX
THE REQUIREMENTS OF THE SPECIAL PROVISION FOR CG-12 DETECTABLE
WARNING SURFACE AND SHALL BE SUBMITTED TO THE STANDARDS AND
SPECIAL DESIGN SECTION FOR APPROVAL.
3.
SLOPING SIDES OF CURB RAMP MAY BE POURED MONOLITHICALLY WITH RAMP
4'1
FLOOR OR BY USING PERMISSIBLE CONSTRUCTION JOINT WITH REQURED BARS.
8
4.
IF RAMP FLOOR IS PRECAST, HOLES MUST BE PROVIDED FOR DOWEL BARS SO
IO'1 MAX
THAT ADJOINING FLARED SIDES CAN BE CAST IN PLACE AFTER PLACEMENT OF
PRECAST RAMP FLOOR. PRECAST CONCRETE SHALL BE CLASS A-4.
TYPE A
5.
REQUIRED BARS ARE TO BE NO.5 X B" PLACED TCENTER TO CENTER ALONG
PERPENDICULAR
BOTH SIDES OF THE RAMP FLOOR, MD -DEPTH OF RAMP FLOOR. MINIMUM
CONCRETE COVER 1)/2".
6.
CURB / CURB AND GUTTER SLOPE TRANSITIONS ADJACENT TO CURB RAMPS
5'MIN
ARE INCLUDED IN PAYMENT FOR CURB / CURB AND GUTTER.
7.
CURB RAMPS ARE TO BE LOCATED AS SHOWN ON THE PLANS OR AS DIRECTED
12r�
'
BY THE ENGINEER. THEY ARE TO BE PROVIDED AT INTERSECTIONS WHEREVER
12_1 MA
AN ACCESSIBLE ROUTE WITHIN THE RIGHT OF WAY OF A HIGHWAY FACILITY
CROSSES A CURB REGARDLESS OF WHETHER SIDEWALK IS EXISTING, PROPOSED,
CROSSWALKS
OR NONEXISTENT. THEY MUST BE LOCATED WITHIN PEDESTRIAN SS
AS SHOWN ON PLANS OR AS DRECTED BY THE ENGINEER, AND SHOULD NOT
TYPE B
BE LOCATED BEHIND VEHICLE STOP LINES. EXISTING LIGHT POLES, FIRE
PARALLEL
HYDRANTS, DROP INLETS, ETC. ACCESSIBLE ROUTES PROVIDE A CONTINUOUS
UNOE35TRUCTED STABLE, FIRM AND SLIP RESISTANT PATH CONNECTING ALL
ACCESSIBLE ELLMENTS OF A FACILITY THAT CAN BE APPROACHED, ENTERED
AND USED BY PEDESTRIANS.
B. RAMPS MAY BE PLACED ON RADIAL OR TANGENTIAL SECTIONS PROVIDED THAT
THE CURB OPENING IS PLACED WITHIN THE LIMITS OF THE CROSSWALK AND 12;1 MAX
THAT THE SLOPE AT THE CONNECTION OF THE CURB OPENING IS X X
PERPENDICULAR TO THE CURB. 5' MIN
9. TYPICAL CONCRETE SIDEWALK IS 4" THICK. WHEN THE ENTRANCE RADIICANNOT
ACCOMMODATE THE TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK 4• MIN
TRAFFIC, REFER TO STANDARD CC-13, COMMERCIAL ENTRANCE (HEAVY AT X . 2" HIGHER THAN
TRUCK TRAFFIC)FOR CONCRETE DEPTH. `� EDGE OF PAVEMENT
10. WHEN CURB RAMPS ARE USED IN CONJUNCTION WITH A SHARED USE PATH, ` AT X X ,SAME AS TOP OF CURB
T OF THE SHARED USE PATH
H
THE MINIMUM WIDTH SHALL BE THE WID
11. WHEN ONLY ONE CURB RAMP IS PROVIDED FOR TWO CROSSINGS (DIAGONAL), TYPE C
A 4' x 4' LANDING AREA SHALL BE PROVIDED TO MANEUVER A WHEELCHAIR PARALLEL & PERPENDICULAR
INTO THE CROSSWALK WITHOUT GOING INTO THE TRAVELWAY. THIS 4' x 4'
LANDING AREA MAY INCLUDE THE GUTTER PAN. TRUNCATED DOME b
12. ALL CASES WHERE CURB RAMPS INTERSECT A RADIAL SECTION OF 6" 24" C-C
CURB AT ENTRANCES OR STREET CONNECTIONS THE DETECTABLE
WARNING SURFACE SHALL HAVE A FACTORY RADIUS OR BE FIELD y 0 0 0 0 O O z
-MODIFIED AS RECOMMENDED BY THE MANUFACTURER TO MATCH L_ 0 0 0 0 O 0 0 O O O O O
THE BACK OF CURB.
0 0 0 0 0 0 0
J 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I a
LANDING RAMP +
0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 N
n 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
�0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
50;1-651' OF BASE DIAMETER 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0
t:�
OPDIAS.ETERDETECTABLE WARNING
AT BACK OF CURB I8 0.9�-A1M4" I VARIABLE FULL WIDTH CF RAMP FLOOR
SEE NOTE 12. PAY LIMITS
DETECTABLE WARNING TRUNCATED DOME DETECTABLE WARNING
INSTALLED ON A RADIUS DETAIL DETAIL
lVDOT SPECIFICATION
CG-12 DETECTABLE WARNING SURFACE REFERENCE
ROAD AND BRIDGE STANDARDS
(GENERAL NOTES) 105
SHEET 1 OF 5 REVISION DATE
502
07/15 VIRGINIA DEPARTMENT OF TRANSPORTATION
203.05
(VARIABLE WIDTH)
4" CONC. 3000 PSI _\
28 DA YS OR STRONGER
///\//\o//// ..a A. • r \\\\\\\\\
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4" 21-A STONE BASE
CONCRETE SIDEWALK
NO SCALE
2" SM-9.5A
SURFACE COURSE
8" COMPACTED
BASE COURSE,'
COMPACTED
SUBGRADE
ASPHALT PAVING - ROADS
NO SCALE
R/W
Table 4: Pavement Design (VDOT Pavement Design Guide) NOTE: CBRS SHALL BE SUBMITTED TO THE CIVIL ENGINEER AND VDOT ALONG WITH UPDATED PAVEMENT
nF.qIr.N VVORK�HFFTS TO FINALIZE PAVEMENT DEPTHS PRIOR TO PLACEMENT OF THE FINAL ASPHALT.
TYPICAL ROAD SECTION
NOTE: MANDATORY INSPECTIONS AT THE FOLLOWING PHASES ARE REQUIRED
FOR ROADS ASSOCIATED WITH THIS DEVELOPMENT:
i. INSTALLATION OF ANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS COVERED.
(VARIABLE WIDTH)
4" CONC. 3000 PSI _\
28 DA YS OR STRONGER
///\//\o//// ..a A. • r \\\\\\\\\
\��\/��///\///\ • n\/v/\//�
4" 21-A STONE BASE
CONCRETE SIDEWALK
NO SCALE
2" SM-9.5A
SURFACE COURSE
8" COMPACTED
BASE COURSE,'
COMPACTED
SUBGRADE
ASPHALT PAVING - ROADS
NO SCALE
R/W
Table 4: Pavement Design (VDOT Pavement Design Guide) NOTE: CBRS SHALL BE SUBMITTED TO THE CIVIL ENGINEER AND VDOT ALONG WITH UPDATED PAVEMENT
nF.qIr.N VVORK�HFFTS TO FINALIZE PAVEMENT DEPTHS PRIOR TO PLACEMENT OF THE FINAL ASPHALT.
TYPICAL ROAD SECTION
NOTE: MANDATORY INSPECTIONS AT THE FOLLOWING PHASES ARE REQUIRED
FOR ROADS ASSOCIATED WITH THIS DEVELOPMENT:
i. INSTALLATION OF ANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS COVERED.
ii. INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE RIGHT-OF-WAY BEFORE
CIL
R/W
BEING COVERED.
POINT OF
iii. CONSTRUCTION OF THE CUTS AND FILLS, INCLUDING FIELD DENSITY TESTS, BEFORE
I
FINISHED GRADE CG 2
1
PLACEMENT OF ROADBED BASE MATERIALS.
/ CCURB I
URB
2.1 MAX
SUS M CE COURSE 2q
iv. A FINAL PAVEMENT DESIGN, BASED ON ACTUAL SOIL CHARACTERISTICS AND CERTIFIED TESTS,
2q
3�/
SHALL BE COMPLETED AND APPROVED BEFORE THE PAVEMENT STRUCTURE IS PLACED.
4" VDOT
4" VDOT
21A
v. PLACEMENT OF BASE MATERIALS, INCLUDING STONE DEPTHS, CONSISTENT WITH THE
21A
STONE
8" 21A STONE STONE
BASE
APPROVED PAVEMENT DESIGN, PRIOR TO PLACEMENT OF THE PAVING COURSE OR COURSES,
BASE
SUBBASE
FOLLOWED BY FIELD DENSITY AND MOISTURE TESTS AND THE PLACEMENT OF A PAVING COURSE
20'
AS SOON AS POSSIBLE.
(TRAVEL LANE)
0.5
21' B/C-R/W
vi. CONSTRUCTION OF PAVEMENT, INCLUDING DEPTH AND DENSITY, UPON COMPLETION AS PART
OF THE FINAL INSPECTION.
VAR. WIDTH PRIVATE ACCESS EASEMENT
ALLEY A
TTYO- TYA Y PRI VATS ACCTSS ALLEr
VAR. XIDTII PRIVATE ACCESS EASEfENT)
NOTE: WHEN A PEDESTRIAN ACCESS ROUTE
CROSSES A COMEROAL ENTRANCE
THE CROSS SLOPE SHALL BE 27.. FOR
x
A WIDTH OF 5 FEET.
A� "STREET APPROACH SAME SURFACING
(RADIUS TO BE AS o
C AS MAINLINE ROADWAY (SEE NOTE 3)
SHOWN ON PL ANS)1
vI
I (RADIUS TO BE AS
- - - - - -
I -
SHOWN ON PLANS)
CG-2 OR CG-6
//
T 1
J
SIDEWALK
SIDEWALK
(SEE
h
w
NOTE 5)
� I OPTIONAL UNPAVED SPACE
N FLOW LINE
- _
��_-�
-----tom +-----
EXPANSION
EXPANSION
JOINT
JOINT
NOTE: WIDTH "B" 2'-0" OR AS
MAINLINE ROADWAY
�cy
SHOWN ON TYPICAL SECTION. A
PLAN VIEW
MAINLINE ROADWAY SLOPE
10' PARABOLIC CURVE (ENTRANCE ONLY)
EDGE OF PAVEMENT OR
a MAX. 0
GRADE CHANGE ® - � �
OPTIONAL FLOW LINE
D
(SEE
MAINLINE ROADWAY
- - - - - - --`- NOTE 7)
I
D
BS MAX. ® D
GRADE CHANGE I D
® CONSTRUCT CRADE CHANCES WITH A PARABOLIC CURVE.
SECTION A - A
4'
2" B
p• a• i
CLASS A3
(H.E.S.) -
CONCRETE
SECTION C-C
CG-11
GENERAL NOTES
1. WHEN USED IN CONJUNCTION WITH STANDARD CC-3
OR CG-7, THE CURB FACE ON THIS STANDARD IS TO
BE ADJUSTED TO MATCH THE MOUNTABLE CURB
CONFIGURATION.
2. SEE STANDARD CG-12 FOR CURB RAMP DESIGN TO BE
USED WITH THIS STANDARD.
3. MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE
R/W LINE (EXCEPT ANY SUBGRADE STABILIZATION
REQUIRED FOR MAINLINE PAVEMENT WHICH CAN BE
OMITTED IN THE ENTRANCE.)
4_ RADIAL CURB OR COMBINATION CURB AND GUTTER
SHALL NOT BE CONSTRUCTED BEYOND THE R/W LINE
EXCEPT FOR REPLACEMENT PURPOSES.
ENTRANCE NOTES
5. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE
TURNING REQUIREMENTS DEPTH
OF ANTICI
PATED HEAVY TRUCK
TRAFFIC, THE DEPTH FOR SIDEWALK 6 CURB RAMPS
WITHIN THE LIMITS OF THE RADIISHDULD BE
INCREASED TO 7". (SEE CG-13)
6. PLANS ARE TO INDICATE WHEN CONSTRUCTION OF A FLOW
LINE IS REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS
THE ENTRANCE.
7. THE DESIRABLE AND MAXIMUM ENTRANCE GRADE CHANCES
"0" ARE LISTED IN THE ALLOWABLE ENTRANCE GRADE
TABLE. THESE VALUES ARE NOT APPLICABLE TC STREET
CONNECTIONS.
INTERSECTION NOTES
B. WHEN CG-111S USED FOR STREET CONNECTIONS, THE
CONNECTION MUST BE DESIGNED IN ACCORDANCE WITH
AASHTO POLICY AND THE APPLICABLE REQUIREMENTS
OF THE VDOT ROAD DESIGN MANUAL, INCLUDING STOPPING
SIGHT DISTANCE AND K VALUE REQUIREMENTS.
9. OPTIONAL FLOWLINE MAY REQUIRE WARPING OF A
PORTION OF GUTTER TO PROVIDE POSITIVE DRAINAGE
ACROSS THE INTERSECTION.
ALLOWABLE ENTRANCE GRADE CHANGES
ENTRANCE VOLUME
GRADE CH.ANGE
..0,
DESIRABLE
MAXIMUM
HIGH
MORE THAN 1500 VPD
0,
3 %
MEDIUM
500-1500 VPD
5 3 %
6 %
LOW
LESS THAN 500 VPD
5 6 %
8 %
NOTE: ALLOWABLE ENTRANCE GRADE TABLE IS NOT
APPLICABLE TO STREET CONNECTIONS
SPECIFICATION I METHOD OF TREATMENT `�""
REFERENCE
ROAD AND BRIDGE STANDARDS
502 (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REVISION DATE SHEET I OF 1
VIRGINIA DEPARTMENT OF TRANSPORTATION 07/15 203.04
vii. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING ALBEMARLE COUNTY, WITH A MINIMUM
OF A ONE WEEK NOTICE, PRIOR TO EACH OF THE ABOVE PHASES OF CONSTRUCTION TO
SCHEDULE AN INSPECTION.
Rivanna Water & Sewer Authority (RWSA)
General Water & Sanitary Sewer Notes
All materials and methods of construction shall comply with the latest version of the General Water and Sewer
Construction Specifications as adopted by the Albemarle County Service Authority on January 15, 1998, except as
modified below.
1. All construction materials and methods of construction must be approved by RWSA prior to the start of work. A
preconstruction conference with RWSA is required prior to the start of work.
2. The contractor shall be responsible for notifying Miss Utility (1-800-552-7001).
3. RWSA Engineer (Victoria Fort at (434) 977-2970 ext. 205) shall be notified three business days prior to the start
of construction.
4. All work is subject to inspection by RWSA staff. No tie-ins to the existing system shall be made without
on
N work shall be con
ducted on
RWSA facilities
RW A staff. o 0
h presence of S
coordinat
ion with and the coo p
weekends or RWSA holidays without special written permission from RWSA.
5. For sanitary sewer line construction: RWSA may require bypass pumping for tie-ins to the existing system. All
doghouse manholes must be pressure tested before a connection is made to the system.
6. The location of existing utilities as shown on the plans is from data available at the time of design and is not
necessarily complete or accurate. The Contractor shall be responsible for the verification of the location, size
and depth of all existing utilities, both surface and subsurface. The Contractor shall immediately notify the
Engineer of any discrepancies between the plans and field conditions. The Contractor shall use due diligence to
protect all utilities and structures from damage at all times, whether shown on the plans or not. Damage to any
existing utilities shall be repaired by the Contractor to the original condition at no additional cost tothe Owner.
7. Erosion and sediment control facilities shall not be permitted in the RWSA easement without special written
permission from RWSA. No grading or filling shall be permitted in the RWSA easement unless permitted
otherwise by RWSA in writing.
8. No blasting shall be permitted within 100 feet of RWSA facilities without written permission and RWSA approval
of the blasting plan. Ground monitoring during blasting and a pre -blast survey may be required. For blasting
within 100 feet of any operative RWSA sewer lines, bypass pumping and/or pre- and post -CCTV may be
required. RWSA may also require certification from a licensed professional engineer stating that the proposed
blasting will not damage any RWSA facilities. Damage to any utilities due to blasting shall be repaired by the
Contractor to the original condition at no additional cost to the Owner.
9. The contractor shall observe minimum separation requirements for utility crossings. When a crossing is made
under an existing facility, adequate structural support shall be provided for the existing pipe. The area of the
crossing shall be backfilled with compacted 57 stone to the spring line of the existing pipe.
10. New water main installations shall be tested, chlorinated, flushed and water samples approved prior to making
any permanent connection to the public water system. Approved methods of filling and flushing new water
mains will be required to prevent any contamination of the public water system.
11. All easements for new RWSA facilities shall be recorded prior to placing the new facilities into service.
12. No permanent structural facilities will be permitted in the RWSA easement. This includes uilding overhangs,
retaining walls, footers for any structure, drainage structures, etc. uL_
13. Trees are not permitted in the RWSA easement. !�
lrOF�j
G,
_-1
50!CTR. S'ZOLic. No. 035791
02/10/22 �4
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Design Year: 10 Project: Dunlora Phase 11 Job #: 152118 Prepared by: FGM, PE
INLET
STATION
OUTLETWATER
SURFACEELEV
1>
Q
ZW
S
H
JUNCTION LOSS
FINAL
y
INLET WATER
URFACEELEV
RIM
ELEV
V
H
Q
V
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V /2g
H
gNGLE
H,
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30
445.27
7.95
15
4.38
0.004
0.03
16.2
1.0
0.00
0
0
1.02
1.33
0.66
0.69
445.96
458.70
24
436.60
35.54
24
2.24
0.000
0.00
11.3
0.5
2.2
8.8
20
1.2
0.42
0
0
0.92
N/A
0.46
0.46
437.06
452.00
440.84
8.94
24
2.24
0.000
0.00
8.8
0.3
UGD
0.00
90
0
0.30
0.39
N/A
0.39
441.23
454.25
445.27
7.95
15
4.38
0.004
0.03
16.2
1.0
30
3.7
3.0
11
0.1
0.05
0
0
E10
1.39
0.69
0.73
446.00
458.70
449.62
23.57
15
3.65
0.003
0.06
3.0
0.0
32
2.9
2.4
6.9
0.1
0.03
176
0.062
0.13
NA
0.06
0.13
449.75
457.86
34
450.78
87.47
I5
2.92
0.002
0.15
2.4
0.0
0.00
158
0
0.02
NA
0.01
0.16
450.94
454.81
DRAINAGE DESCRIPTIONS
STR. NO.
PIPE INFORMATION
INLET INFORMATION
COMMENTS
DIA.
LENGTH*
SLOPE
INVERT
INVERT
MATERIAL
INLETTYPE
Curb
INLET
SLOT RIM'
in.
ft.
%
IN
OUT
Type
STATION
LENGTH
ELEVATION
DI-3C
CG-2
11+21
10
454.81
VDOT STD.
IS-1 REQ'D
34
33
15
87.47
0.54%
450.25
449.78
HDPE
DI-313
CG-2
10+33
6
457.86
VDOT STD.
IS-1 REQ'D
32
31
15
23.57
4.50%
449.68
448.62
HDPE
DI-313
CG-2
10+10
6
458.70
VDOT STD.
IS-1 REQ'D
30
29
15
7.95
15.72%
445.52
444.27
HDPE
Access MH
-
-
0
454.25
LADDER REQUIRED
UGD
25
24
8.94
5.70%
439.75
439.24
HDPE
MH-1
-
10+62
0
452.00
VDOT STD.
IS-1 REQ'D
24
23
24
35.54
11.65%
439.14
435.00
HDPE
DI-36
CG-2
10+10
6
458.70
VDOT STD.
IS-1 REQ'D
30
29A
18
19.95
6.42%
448.52
447.24
HDPE
INLETS ON GRADE, DESIGN
(CURB SPREAD AND
INLET CAPTURE)
Intensity 4.00
(Intensity is 4 in/hr for
spread,
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for capacity and depth)
Mannin s Coefficient, n is 0.013
Inlet
Hydrology
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0.1473
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6.52
0.92
0.99
0.47
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34
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0.70
0.119
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3.40
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0.1363
0.1622
4.91
1.22
1.00
0.45
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0.80
0.112
0.45
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0.45
30
INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE)
Intensity 6.50
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for capacity and depth)
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Inlet
Hydrology
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0.72
0.90
0.71
0.07
34
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0.70
0.119
0.77
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TH CF �
SCOTT R. COLLINS'Z
> Lic. No. 035791 �
w411
��SSIONAL
LD-269
Rev. 3-83
Project Dunlora Overlook - Entrance Culvert- COMPUTATION UPDATED Plan Sheet No.
Designer KKW
Sheet 1 of 1
Culvert#1 Rev. Date
Date 01/17/17
STATION:
AHW Controls
HYDROLOGICAL DATA
100 yr. Flood plain elev.
m
Flow to Culvert
Design AHW depth elev.
Ln
Ln
DA 0.4 ac 12 3.3
Structures elev. freq. TWelev.
oz
Q
Cw 0.58 110 4.4
~
L
w
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16.5 min. 125 5.0
�//
U)Tc
w
Shoulder
w
elev. 466.3 I -
O
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CL elev. 466
j..�
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w
w
tt
Q
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DISCHARGES USED
RISK ASSESSMENT
ADT
Skew ° Cover
g
Q 2 = 0.77 CFS
Detours Available Length
UJ
Q 10 = 1__CFS
Q �= 1 T_CFS
Overtopping Stage
Flood Plain Management
Inv. El. 463.70 So= 0.61% Inv. El. 463.25
UJ
~
cn
Q = CFS
Criteria and Significant Impact
Orig. Gr. Elev. L= 74.26 Orig. Gr. Elev.
Q = CFS
HEADWATER COMPUTATIONS
CONT.
OUTLET
End
CULVERT TYPE & SIZE
Q
Q/B
HW.
VELOCITY
Treat,
COMMENTS
INLET CONT.
OUTLET CONTROL
HWID
HW
Ke
do
(dc+D)/2
ho
H
LSo
HW
C.M.
Smooth
ELEV.
0.77
0.77
0.50
0.63
0.5
0.40
0.83
0.83
0.1
0.4
0.5
0.63
2.98
N!A
15" RCP Culvert (2 yr)
15" RCP Culvert (10 yr)
1.02
1.02
0.50
0.63
0.5
0.40
0.83
0.83
0.1
0.4
0.5
0.63
3.22
N/A
w
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°.�°
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rn
n
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1-I
15" RCP Culvert (25 yr)
1.16
1.16
0.50
0.63
0.5
0.50
0.88
0.88
0.1
0.4
0.5
0.63
3.34
N!A
O
,-I
N
o
esign Iood xceed. Prob. lev.
Overtop Flood Exceed. Prob. Elev.
N
SUMMARY & RECOMMENDATIONS: 15" RCP Culvert is adequate for the 2/10/25 year storms and will notovertop roadway.
Base Flood 1% Exceed. Prob. Elev.
INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH)
Intensity 4.00 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth)
Mannin s Coefficient, n is 0.013
Inlet Hydrology Curb and Gutter
Inlet
0
N
U
6) O
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a)
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2
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left
left
0.38
1 0.60
1 2.40
0.01
2.41
0.028
1 0.033
2.0
1
0.083
1 2.5152
5.58
0.79
right
right
0.35
1 0.60
2.40
0.00
2.40
0.028
1 0.033
2.0
1
0.083
1 2.5152
5.58
1
0.79
34 STR 3C 10.0 combined flow 4.8
0.29
0.626
8.70
- for inlets draining to stormwater management facilities, the 6.5in/hr check storm vvill suffice for the 10yr conveyance to the facilities
INLETS IN SUMP, DESIGN (CURB SPREAD AND INLET SPREAD AND DEPTH)
Intensity 6.50 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth)
Mannin s Coefficient, n is 0.013
Inlet H drolo Curb and Gutter
Inlet
w
to
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0 083 2-5152
466
085
right 0 35 0.60 0.210 1.37 1 0.00 1.37 0 028 0 033 2.0
0 083 2.5152
4.52
0.86
34 3C 10.0 combined flow 2.9
0.21
0.449
6.23
- for inlets draining to stormwater management facilities, the 6.5in/hr check storm vvill suffice for the 10yr conveyance to the
facilities
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