HomeMy WebLinkAboutSUB202000004 Plan - Revision Road Plan and Comps. 2020-09-27GENERAL NOTES
OWNER: IMP 45-112F1; 7MP 45-112F2, IMP 45-84A; & IMP 45-85
BERKMAR DEVELOPMENT, LLC
2496 OLD IVY RD
CHARLOTTESVILLE, VA 22903 BERKMAR OVERLOOK
ENGINEER: COLLINS ENGINEERING
200 GARRETT ST SUITE K
CHARLOTLE, VA 02 FINAL ROAD & UTILITY PLAN
(434)293-3719
TAX MAP NO.: 04500-00-000-00-084A0, 04504500-00-00-08500, 04500-00-00-0112F1, &
04500-00-00-0112F2
TOTAL AREA: IMP 45-84A: .777 ACRES IMP 45-112F1: 0.571 ACRES SUB2020=00004
IMP 45-85: 0.777 ACRES IMP 45-112F2: 0.538 ACRES
TOTAL ACREAGE. 8.778 ACRES
ZONING: R-6 RESIDENTIAL, CLUSTER DEVELOPMENT RIO DISTRICT - ALBEMARLE COUNTY, VIRGINIA
AIRPORT IMPACT AREA &STEEP SLOPES OVERLAY
PROPOSED USE: 52 SINGLE FAMILY ATTACHED RESIDENTIAL UNITS
DENSITY- ALLOWABLE BY -RIGHT DENSITY: 6 DU/AC
PROPOSED DENSITY. 8./ ACRES x 6 UNITS / ACRE - 52 UNITS ALLOWED
TOTAL PROPOSED DENSITY: 52 UNITS (6 DWELLING UNITS/ACRE)
OPEN SPACE:
TOTAL OPEN SPACE REQUIRED (CLUSTER DEVELOPMENT 25%) = 2.19 AC
TOTAL OPEN SPACE PROPOSED: = 2.29 ACRES (26.17)
OPEN SPACE TO BE OWNED AND MAINTAINED BY THE HOMEOWNERS ASSOCIATION. ALL
OPEN SPACE SHALL BE RESERVED IN A DEED FOR THE COMMON USE OF LOT OWNERS
IN THE SUBDIVISION AND DEDICATED TO THE HOA.
TREE PRESERVATION:
NONE REQUIRED WITH THE DEVELOPMENT
PRESERVED/MANAGED
SLOPES: NO PRESERVED SLOPES ARE SHOWN Wl7HIN THE LIMITS OF THE PROPERTY. 4
SMALL AREAS OF MANAGED SLOPES ARE LOCATED ON THE PROPERTY AND SHOWN ON
THE EXISTING CONDITIONS PLAN SHEET.
BUILDING HEIGHTS:
MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 35 FEET BUILDINGS SHALL BE 1
STORIES IN HEIGHT WITH AN AVERAGE HEIGHT OF 20' TO 25.
SETBACKS.'
FRONT 5' MINIMUM (18' MINIMUM FROM R/W OR EDGE OF SIDEWALK TO GARAGE) AND
25' MAXIMUM
SIDE.- NONE - MIN. 10' BUILDING SEPARATION
REAR: 20' MINIMUM.
NOTE.- COVERED PORCHES, BALCONIES, CHIMNEYS, EAVES, AND THE LIKE
ARCHITECTURAL FEATURES MAY PROJECT NOT MORE THAN FOUR FEET INTO ANY
REQUIRED YARD PROVIDED THAT NO SUCH FEATURE SHALL BE LOCATED CLOSER THAN
SIX FEET FROM ANY LOT LINE.
SUBDIVISION STREETS
CURB & GUTTER
WATERSHED:
SOUTHFORK RIVANNA RIVER WATERSHED
AGRICULTURAL/ FORESTAL DISTRICT.- NONE
TOPO & SURVEY.
TOPOGRAPHY PROVIDED BY ROUDABUSH, GALE AND ASSOCIATES, JUNE 2018. THE
BOUNDARY LINE INFORMATION IS PROVIDED BY ROUDABUSH, GALE, AND ASSOCIATES.
INFORMATION FIELD VERIFIED BY COLLINS ENGINEERING JUNE 2018.
DATUM:
NAD 83
EXIS77NG VEGETATION:
PARTIALLY WOODED (IMP 45-112F1&45-112F2 ARE WOODED & IMP 45-84A&45-85
HAVE BEEN CLEARED AND WERE PREVIOUSLY USED AS A CONSTRUC77ON STAGING SITE.)
LIGHTING:
NO SITE OR STREET LIGHTING IS PROPOSED WITH THIS PROJECT. ANY SI7E
LIGH77NG SHALL CONFORM TO ALBEMARLE COUNTY ZONING ORDINANCE REQUIREMENTS.
PARKING:
52 SFA UNITS = 104 OFF-STREET PARKING SPACES REQUIRED
MINIMUM (1) DRIVEWAY SPACE + (1) GARAGE SPACE
TOTAL PARKING PROVDED: 104 OFF-STREET PARKING SPACES
GUEST SPACES. 1 SPACE PER 4 UNITS = 13 SPACES REQUIRED
PROVIDED GUEST PARKING SPACES (ON -STREET PARKING) = 13 SPACES + (2) FUTURE
PARKING SPACES (THIS IS WITHIN THE ALLOWABLE 207 PARKING INCREASE).
PHASING:
THIS PROPERTY SHALL BE DEVELOPED WITHIN 1 PHASE
BUILDING SITES:
PARCELS 1-52 EACH CONTAIN A BUILDING SITE THAT COMPLIES WITH THE
REQUIREMENTS OF SECTION 4.2.1 OF THE ALBEMARLE COUNTY ZONING ORDINANCE.
BURIAL SITES
TWO CEMETERIES WERE FOUND DURING FIELD INVES77GA77ON OF THE SITE. THESE
CEMETERIES WERE FIELD VERIFIED AND DELINEATED BY DARBY 0 DONNELL, LLC IN
NOVEMBER 2018. FIELD EXPLORATION WAS PERFORMED AROUND THESE CEMETERIES
WITH A PERMIT FROM DHR AND THIS SITE PLAN REFLECTS THE FINAL LIMITS OF THE
2 CEMETERIES ONSITE. THE FINAL CEMETERY REPORTS WERE SENT TO DHR IN
DECEMBER, 2018, IDEN77FYING AND ESTABLISHING THE LIMITS OF THE CEMETERIES
AS CURRENTLY SHOWN ON THIS SITE PLAN. EACH CEMETERY SHALL HAVE A
PERMANENT BLACK FENCE INSTALLED AROUND THE PERIMETER OF THE CEMETERY
LIMITS Wl7H A GATE FOR ACCESS.
STREAM BUFFERS:
NO STREAM BUFFERS ARE LOCATED ON THESE PROPER77ES OR WITHIN THE LIMITS OF
THIS PROJECT AREA.
FLOODPLAIN:
THIS PROPERTY IS NOT IN A FLOODPLAIN ZONE AS SHOWN ON FEMA
MAP//51003CO229D, DATED FEBRUARY 4, 2005. THIS PROPERTY IS NOT LOCATED
WITHIN A DAM INUNDA77ON ZONE.
RETAINING WALLS:
RETAINING WALLS ARE PROPOSED WITH THE DEVELOPMENT AS SHOWN ON THE PLAN,
SEE SHEETS 7 AND 8 FOR DETAILS.
LANDSCAPING:
STREET TREES ARE PROPOSED ALONG THE NEIGHBORHOOD STREETS IN ACCORDANCE
WITH ALBEMARLE COUNTY LANDSCAPING REQUIREMENTS WITHIN SECTION 32.Z9 OF THE
COUNTY CODE. A LANDSCAPING PLAN WILL BE PROVIDED WITH THE FINAL SITE PLAN
(SHEETS 19 & 20) FOR COUNTY REVIEW AND APPROVAL. ALL LANDSCAPING
REQUIREMENTS SHALL BE SHOWN ON THIS FINAL LANDSCAPING PLAN. STREET TREES
SHALL BE PROVIDED ALONG THE PUBLIC STREETS 40' O.C. IN ACCORDANCE WITH VDOT
AND ALBS. CO. STANDARDS.
TRASH:
EACH LOT SHALL HAVE AN INDIWDUAL TRASH CONTAINER.
RECREATION AREA:
REQUIRED RECREAT70NAL AREA: 52 UNITS x 200 SF = 10,400 SF
PROPOSED 10,437 SF (0.24 AC) INCLUDING (1) TOT LOT (2,231 SF) & (1) RECREA7ON
FIELD (8,178 SF)
TOT LOT AREA SHALL INCLUDE THE FOLLOWING, AT A MINIMUM:
ONE (1) SWING (FOUR SEATS)
ONE (1) SLIDE WITH TWO (2) CLIMBERS
ONE (1) BUCKABOUT OR WHIRL
TWO (2) BENCHES
RECREA77ONAL PLAYFIELD
OPEN SPACE.•
STREAM BUFFER OPEN SPACE. N/A
REC. AREA OPEN SPACE' 14,346 SF (0.33 AC) (0.24 AC MEETS ACTIVE REC. REQ.)
OPEN SPACE. 58,909 SF (1.35 AC)
STORMWATER POND OPEN SPACE: 26,578 SF (0.61 AC)
TOTAL OPEN SPACE: 99, 833 SF (2.29 AC)
i
IMP 45-76
WEBER, LEWIS A LIVING TRUST
DB 4998 PC 441
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LOTLOT38 LOT 37 LOT36
LOT4- LOT 41 LOT40 I III _- N
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OPEN SPACES B I{ LOT 30
OFFSITE EASEMEN T:• ALL PROPOSED GRADING SHALL BE CONSTRUCTED ON SITE WITHIN EXISTING
AREA CALCULATIONS
RIGHT-OF-WAY, OR WITHIN EXIS77NG EASEMENTS.. NO OFFSI7E EASEMENTS ARE
NEEDED FIRE FLOW CALCULATION:
NOTES: PROPOSED WITH THIS DEVELOPMENT.
LAND USE AREA ACREAGE
1) THIS PROPERTY DOES NOT UE WITHIN AN AGRICULTURAL AND/OR FOREST DISTRICT.
NFF=(C)(0)[3.+(X+P)] = 2,750 x 0.85 x [i+(o.22+0)] = 2,825 GPM x o.5o (SPRINKLERS) = 95o GPM NFF
LOTS 4.336 AC (49.4%)
2) ONLY (1) DWELLING PER LOT SHALL BE PERMITTED.
C=28F(A)AO.5=18*1.5*3,63OAO.5=2,75oGPM (ROUNDED)
OPEN SPACES 2.290 AC (26.1%)
EMERGENCY ACCESS PARCEL 0.031 AC (00.4%)
3) ALL PROPOSED EASEMENTS SHALL BE DEDICATED TO EITHER PUBUC USE OR PRIVATE USE, AS SHOWN ON THE PLANS.
CONSTRUCTION TYPE - CLASS I WOOD FRAME CONSTRUCTION=1.5
RIGHT OF WAY 2.121 AC (24.1%)
4) STREET TREES SHALL BE PROVIDED ALONG ALL THE PUBLIC STREET 40' O.C. IN ACCORDANCE WITH VDOT AND ALBEMARLE COUNTY
A=2 FLOORS X i,8i5 SF=3,630 SF (TYPICAL TOWNHOME)
STANDARDS.
0 = OCCUPANCY FACTOR = o.85 FOR C-2 COMBUSTIBLE
TOTAL: 8.778 AC
5) THIS PROPERTY IS NOT LOCATED WITHIN A DAM INUNDATION ZONE.
X=0.22 FOR o' AWAY BUILDING EXPOSURE BETWEEN r--ioo FEET
TRIP GENERATION CALCULATIONS
P=o FOR BUILDINGS RATED SPRINKLERED
NOTE: PERCENTAGE OF OPEN SPACE OUTSIDE OF
TRIP GENERATION BASED ON ITE TRIP GENERATION MANUAL(ioTH EDITION)
So%REDUCTION IN NFF FOR AUTOMATIC SPRINKLERS
ALL STORMWATER MANAGEMENT FACILITIES,
52. SINGLE FAMILY ATTACHED UNITS - CODE 220
STREAM BUFFERS, FLOODPLAI N, AND
MANAGED/PRESERVED SLOPES =74%-
ADT: 381 VPD (igo.5 ENTER/ igo.5 EXIT)
THIS AREA IS GREATER THAN THE REQUIRED 20%.
AM PEAK: 24 VPH (6 ENTER/ i8 EXIT)
PM PEAK: 29 VPH (18 ENTER/n EXIT)
GENERAL BUILDING DEPARTMENT NOTES:
1. WHERE 774E FLOOD LEVEL RIMS OF PLUMBING FIXTURES ARE BELOW THE ELEVA77ON OF THE
MANHOLE COVER OF 77-IE 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 ELEVA77ON OF THE MANHOLE COVER OF THE NEXT
UPSTREAM MANHOLE IN THE PUBLIC SEWER SHALL NOT DISCHARGE THROUGH A BACKWATER
VAL VE.
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. ALL WATER LINES, SEWER LINES, AND FIRE LINES FROM 774E MAIN TO 774E S7RUC7URE MUST
HAVE A VISUAL INSPECTION PERFORMED BY THE BUILDING DEPARTMENT.
VICINITY-MMAP
)SCALE: 1" = 2000
Sheet List Table
Sheet
Number
Sheet Title
I
COVER
2
EXISTING CONDITIONS
3
SITE LAYOUT
4
SITE LAYOUT
5
UTILITY PLAN
6
UTILITY PLAN
7
GRADING & DRAINAGE PLAN
8
GRADING & DRAINAGE PLAN
9
NOTES & DETAILS
io
UTILITY NOTES & DETAILS
ii
ROAD AND WATERLINE PROFILES
—
SANITARY SEWER PROFILES
13
SANITARY SEWER PROFILES
24
DRAINAGE PROFILES
is
DRAINAGE PROFILES
16
DRAINAGE MAP
27
DRAINAGE CALCULATIONS
i8
DRAINAGE CALCULATIONS
19
LANDSCAPING PLAN
20
LANDSCAPING PLAN
21
SIGHT DISTANCE PROFILES
22
SIGHT DISTANCE PROFILES
22 TOTAL NUMBER OF SHEETS
NOTE: IN ACCORDANCE WITH THE 2oi8 INTERNATIONAL FIRE
CODE FOR VIRGINIA, APPENDIX D FOR FIRE APPARATUS ACCESS
ROADS, A DEVELOPMENT MAY EXCEED 3o DWELLING UNITS ON
A SINGLE PUBLIC ACCESS WITHOUT HAVING TO PROVIDE A
SPRINKLER SYSTEM FOR THE UNITS IF IT WILL CONNECT WITH
FUTURE DEVELOPMENTS AND IS DETERMINED ACCEPTABLE BY
THE FIRE CODE OFFICIAL. THE CURRENT PHASE I
DEVELOPMENT IS PROPOSING 52 SINGLE FAMILY ATTACHED
UNITS FROM THE EXISTING PUBLIC ACCESS ON BERKMAR DRIVE.
PRIOR TO ANY ADDITIONAL UNITS BEING CONSTRUCTED ON
THE PROPERTY (PHASE II), A SECOND ACCESS CONNECTION
SHALL BE CONSTRUCTED TO THE DEVELOPMENT, PROVIDING
TWO POINTS OF CONNECTION TO THE DEVELOPMENT.
LEGEND
ROADS
EXIS77NG CULVERT
EARTH DITCH
0
CULVERT
DRIVEWAY CULVERT
0
0
DROP INLET & STRUCTURE NO.
�
BENCH MARK
CURB
CLEARING LIMITS
a
CURB &CUTTER —
— — — —
PROPOSED PAVEMENT
T
0
EC-3A DITCH
zoo
EXIS77NG CONTOUR
DEPTH OF EC-3A DITCH
PROPOSED CONTOUR
240.55
WOT STANDARD STOP SIGN
EC-2 DITCH
PROPOSED SPOT ELEVA77ON
g"
DEPTH OF EC-2 DITCH
APPROVALS DATE
DEPARTMENT OF COMMUNITY DEVELOPMENT
PLANNER/ZONING
ENGINEER
INSPECTIONS
ARB
DEPARTMENT OF FIRE RESCUE
ALBEMARLE COUNTY SERVICE AUTHORITY
VIRGINIA DEPARMENT OF TRANSPORTATION
HEALTH DEPARTMENT
IA
SCOTT/R. CT'LLINS'Z
Lic. No. 035791,E
08/31/20
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NOTES: - - - - i / _--- -_ / ,,� r / , / / U
ANIMALS, INL
1. DB 2096 PC III
THIS PROJECT IS NOT LOCATED WITHIN FLOODPLAIN LIMITS, BASED ON FEMA MAP
NUMBER 51003CO229D ADOPTED FEBRUARY 4, 2005. USE: KENNELS w
2. TOPOGRAPHY PROVIDED BY ROUDABUSH & GALE, FIELD COLLECTED IN JUNE, 2018. _ - - - - - - - - - - / / / / i ' ' ' - ' - - - - / / r / j % -
THE BOUNDARY LINE INFORMATION IS PROVIDED BY ROUDABUSH, GALE & _ - / / / / i ' , �/ / 011
ASSOCIATES. TOPOGRAPHY HAS BEEN FIELD VERIFIED IN NOVEMBER 2019.
3. NO PRESERVED STEEP SLOPES ARE LOCATED ON THE PROPERTY. THE MANAGED / / ' f \ / / Q
STEEP SLOPES ARE LABELED. / _
4. NO 100' WPO STREAM BUFFERS ARE LOCATED ON THIS PROPERTY. CD
5. BUILDING OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN \ \ / `. \ /' / o �^ �� / CN
CD
ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY FOR A DEMOLITION PERMIT. w
/ ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH FROM
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ALBEMARLE COUNTY AND VDOLI. CONTACT VDOLI FOR THEIR ADDITIONAL
REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS AT 540-562-3580 x131. ' / / " / / /"� - �I ' -O 00 A �p F�O���-V
6. ALL EXISTING BUILDING WATER LINES FROM THE WELL AND EXISTING DRAIN LINES
- -- -- AND DRAIN FIELDS SHALL BE REMOVED IN ACCORDANCE WITH VDH GUIDELINES Q
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AND REQUIREMENTS.�I
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7. ALL OF THE INDIVIDUAL INTERNAL PARCEL BOUNDARIES WILL BE VACATED WITHIN - - - ` \ / / / / / / / % i r/ / l i O 2 � \ � °"
THE PROJECT BOUNDARY. -/ - -! - - - - - / / i / I
JOB NO.
/ / / i / / i /' / / / / / / Jm �� GRAI'HIC. SCALE
- --- _ 8. DRAINFIELDS EXIST ON THE PROPERTY FOR THE EXISTING STRUCTURES. THE ,i / Q Q q 182152
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LOCATION OF THE DRAINFIELDS IS UNKNOWN. THE EXISTING DRAINFIELDS SHALL i / SCALE
/ / _
BE LOCATED AND ABANDONED DURING CONSTRUCTION IN ACCORDANCE WITH VDH � � / n _ c
_
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GUIDELINES AND REQUIREMENTS.
IN FEET ) SHEET NO.
1 finch = 40 Et. 2
y' LOT49 PROP PROPOSED5' DETAIL THIS SHEET ROPOSED vo' orRES� \RECREATION
N CONCRETE SIDEWALKS 0 33 ACRES FIELD
z' ENCROAC ENT ° PLANTING STRIP z4 TOT LOT \
110 FIC I _ 114 N I\ OP SPACE HEREBY PROPOSED VDOT \ f RO 15 TMP 45-82
z` p 3 18 Nil F D K ° LOT z'S�5 sf DEDIC TED TO THE HOA STD. CG-1z (TYP.) 1 �r N/F THIRD MESA LLC
44 m x ?0c
SEE SHEET � r x • .�
FOR EQUIP. PROPOSED 6' o de m
25' MA). SETBACK m N' ^ " n o PLANTING STRIP PROPOSED STREET o 0, F N
LOT 48 E P E P z & DESIGN SIGN (TYP.) C
m z5' MAX. SETBACK 6 PROPOSED ON -STREET \ \ a ' 15x0o on o,
1 N o PROPOSED VDOT i P_ Z O \ A\
z' ENCROACHMENT o_ I 11z' rp PARKING SPACES (8'x20') y r
STD. CG-9D (TYP.) n ~_ D ° V t \ r
v 108' �^ o I �+ 2. 7: ° u _ LOT_43� ° v� \ +r r P('�3x\` o ' 1oq \\ TMP 45 82A
__ - x PT: 5 + vIID D g o I °1' 1k+5 t / pC% \\ \ N/F THIRD MESA LLC
I N ° n n A- x PROPOSED WALL n + m �Y?- z' MAX. SETBACK q \
LOT47 m? °- I^ 3 1 - G)i o MAX. HEIGHT=3' o N PROPOSED STOP SIGN (TYP.) RONq j \ r
PROPOSED STOP SIGN (TYP. R m + a \ ' N j m '0\ PROPOSED RETAINING WALL EASEMENT
1' ENCROACHMENT 1, eo ���' .'
2 1 1 - - (� 12'- �tio zIo o - o - 'FRONT�ET�A :. - - - a- - - - - - - - - - - 14+pO ��o \` 5 v x LOT 24 \ D.B.PG.
FONT SETBAC + _ '+ 5 - - - - - DISTANCE=z8o' m 13+5 \ W Z N° PROPOSED NO PARKING SIGN (TYP.)
41 FR PROPOSED DRY CURB"' t ' �' ° ET " c \\ yG ! 11i� \
N6\ g' m ' PROPOSED VDOT 12+50 SWEDE STRE_ A - m m - \ n_ / \ PROPOSED WALL
°o 7 °� SEE DETAIL SHEET g ro a - + 1 " \ -, N PROPOSED STREET SIGN (TYP.) \ a STD. CG-12 (TYP.) (54 PUBLIC RAW) 13 00 - - \ MAX. HEIGHT=z'
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so+oo to+50 PROPOSED STREET SIGN (TYP.) = `� o - - -- T STD. Lb- D TYP. N Nfl C
. } K �- 9 ( ) ENCROACHMENT-
e •'• i A � TYP.) o \Q\
VDOT STANDARD a o 33' • (
34� : 5 _ - zo'X2o' 11 I \ LOT z6 t
A! ' PROPOSED NO PARKING SIGN (TYP.) _ ` o
TYPE BARRICADE co , a 0 - \ \ 3 .z8 - I i -
X N -zo (MIN
.) )
l 11 x \
/ - -- - 20 it-� �-
(2) FUTURE ON -STREET PARKING Z a" - -- - PROPOSED 6' PORCH & (TYP.) _ - _- - 20'X20 �i.I (M N) (MINCE GARAGE 1 Q'('•y2 .i \i� \\ b � N \
5 3' zo'xzo' N (MIN.) GARAGE GARA 1 ,, _ ,\1 ycy o_ -i?7 N
SPACES (8'xzo')SPACES SHALL BE I zo' CONCRETE SIDEWALK (TYP.) PROPOSED NO PARKING SIGN TYP. 'r,
Cd zoXzo' z0'xz0' GARAGE ( ) _ m i AT10 \
STRIPED OUT AS SHOWN UNTIL a r - (TYPJ - Ili, W R \ � _ � EpAR � � PROPOSED WALL
STREET IS EXTENDED INTO THE °, �. 20'x20' 26 (MIN.) (MIN.) GARAGE PROPOSED RETAINING WALL EASEMENT c a ILD)\NC'S� \ \ MAX. HEIGHT=6'
20'X20' 20 X2 - I I
ADJACENT PROPERTY \ 2o'xz0'_ (FAI GARAGE GARAGE \
(tv11N i (MIN.) (MIN.) N s 10 i
GARAGE GARAGE GARAGE I GARAGE ° LOT3i Q
\ GARAGE i I IC c° LOT3z I'D 11 ➢ N 1 D o \\
PROPOSED NO - I \
LOT 33 PROPOSED WALL 2 1 a l' z N
PARKING SIGN (TYP.) \ I n LOT 35 I IZi LOT 34 MAX. HEIGHT \ m w I�I NI o LOT 2] ro
in I \\
PROPOSED VDOT ° N NLOT39 N LOT38 LOT37 LOT Iin
to Co lU �4,II _I �o
LOT41 LOT 0 mi J
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STD. CG 9D(TYP.) �N LOTgtz I DI io' 1O' DECK �/ Q /C li
\ \ I I y DECK DECK DECK / h . a8' MIN. � x 3 N
1o' ._-1 / I 2 D Z N IO
10' DECK pI J (TYP.) CT o LOT 28
\ \ 10 I lo' 10' DECK I Z� 1' ENCROACHMENT _ /P EMI n O a m \
DECK _ 48' h o -
1O DECK 10, DECK I DECK
\ _ \ DECK DECK EA SETBACK L J � � PROPOSED SIGHT] �I �+ i) 4 _ ^ N 114' \
\ - - 20 R - - _ - - 2V OPEN SPACE B DISTANCE EASEMENT I -1 N 3 ,C Ica \
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i'ENCROACHMENT• 34 0.35ACRES D.B. PG. �i �� IBI?o LOT29 rDi \
OPEN SPACE HEREBY a t^ v E, \
TMP 45-86 --. z z8 � 35 DEDICATED TO THE HOA f'RC: m
ALBEMARLE SOCIETY FOR 31'' S43°31'13-98"W 194i 34 28' 12' PROPOSED5' S.8�
THE PREVENTION OF CRUELTY PROPOSED WALL VARIABLEWIDTH7 MATCHLINE - SEE SHEET LF CONCRETE SIDEWALK o! 119' om o \ o \
MAX HEIGHT-5' WALL AND MAINTENANCE
TO ANIMALS, INC. i\ EASEMENT S65R3o' �. ■ ■ o / D 3 o LOT3o
D.B. PG. S6 Y'1W �� + II11 D z N PROPOSED GPO
RICH & r '
m 3' CONCRETE SIDEWALK (TYP.)Fr
OPEN SPACE A
PROPOSEDVDOT 12J_ o.61ACRES
STD. CG-6 (TYP.) V I OPEN SPACE HEREBY
DEDICATED TO THE HOA
EXISTING TREE LIMITS (TYP.
2�
PPLANTIING
PROPOSED
NO PARKING SIGN (TYP.
ll
STRIP
III
\
III
-
PROPOSED 5'_
I 1
CONCRETE SIDEWALK
41
° I III
PROPOSED NO PARKING SIGN (TYP.)
\
EXISTING ACCESS EASEMENT
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FORTMP45-222F
t20+gi�z +
PROPOSED SWIM
TMP 45-112F
DB 2834, PG.1
EASEMENT TO BE REPLATTE
FACILITY
N/F FOUNDATION LLC
AND EXPANDED WITH FINAL
C/O FOUNDATIONS CHILD
SUBDIVISION PLAT ..
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ROPOSED SPEED LIMIT SIGN
DEVELOPMENT
D.B.PG.
BUMPER BLOCK
3
ICROSSWALK
PROPOSED PEDESTRIAN
STRIPING
-- ocy-
- 2' STRIPING TO PROVIDE 24' DRIVE + n
Berkman Overlook PROPOSED VDOT
AISLE AND 18' PARKING SPACES
STD CG- (TYP )
Miracle Recreation Proposal A
4mirade
BENCH CONTEMP Vi &MpNG
MRPI]3B3O
Site Concepts L.L.C.
PO Is. 235 PHONE
Berkmar Overlook - Proposal A
Charlottesville, VA
TMBERCPENING
KIT
4 R
RISK M4NAGEMENr SIGN-frJGnSH
rer
R0098_44068930574
COMPLIES TO ASTWCPSC
EMBER 3PENING
HIT
440311
12
\ 1 CONNECT TO EXISTING e� I2R PROPOSED SIGHT
PARKING LOT CURB & GUTTER DISTANCE EASEMENT
EXISTING PARKING LOT PROPOSED SIGHT 3a FIC FIC r - L_zg3.317
DISTANCE EASEMENT
D.B.PG._
LA
E STORAGE LAN
CONCRETE PAD WITH DUMPSTER TIE IN PROPOSED '' CONCRETE r o 1oo�FWH URN 1z 100' RIGHT TURN
SIDEWALK TO EXISTING SIDEWALK ROPOSED STREET SIGN TYP = --
EXISTING 5' CONCRETE SIDEWALK
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RECYCLED
MIRACIETMBERS
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B[31CH CONLEA,P 6I183M I MC
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Want um
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3dr each
into=
and
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BERK RDIITE DRIVE1 � 03 _ 12
STATE PROPOSED MILL & OVERLAY.
SEE DETAIL, SHEET g.
STANCE_To NEAR16o,
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p15TANCETONEAREST (NTERSECTIO
INTERSECTION =350'
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1 �
PORCHI
DECK/
PATIO
14
SVILLA UNIT Ia
GARAGE
20'X20' PORCH
MIN.
20.7'
DRIVEWAY
18' MIN.
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DRIVEWAY
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TYPICAL UNIT LAYOUT W/ DRIVEWAY
(N.T.S.)
LOT
NUMBER
LOT
AREA SF
BUILDABLE
AREA SF
LOT
NUMBER
LOT
AREA SF
BUILDABLE
AREA SF
1
3,681
2,559
27
4,714
3,079
2
3,101
2,427
28
3,178
2,478
3
3,928
2,642
29
3,261
2,559
4
3,628
2,352
30
4,138
2,786
5
1 3,292
2,518
31
1 4,266
2,761
6
4,581
3,290
32
3,105
2,401
7
4,176
2,820
33
3,203
2,500
8
3,253
2,590
34
4,005
2,679
9
3,142
2,440
35
4,261
2,903
10
3,128
2,425
36
3,470
2,764
11
1 3,873
2,626
37
1 3,317
2,613
12
4,028
2,788
38
3,815
2,537
13
3,166
2,458
39
3,778
2,490
14
3,077
2,375
40
3,086
2,385
15
3,090
2,389
41
3,057
2,357
16
3,160
2,459
42
5,523
4,052
17
4,259
2,849
43
3,847
2,657
18
4,067
2,729
44
3,159
2,452
19
3,225
2,512
45
3,226
2,522
20
3,113
2,413
46
4,095
2,706
21
3,120
2,422
47
3,916
2,584
22
3,202
2,501
48
3,051
2,350
23
5,301
3,528
49
3,103
2,402
24
4,306
2,819
50
3,156
2,454
25
3,201
2,484
51
3,196
2,495
26
4,042
2,641
52
3,796
1 2,523
Albemarle County
Public Road Acceptance Procedure re
OFThe processing and inspection of public roads is administered by VDOT. The County is not involved inthis process until the road is ready for acceptance. When the road is ready for acceptance, provide thefollowing items to the County.COTTTTLi
R. LLINS Z
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1. Inspection Request and fee
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A form and fee are required for each prof ect as mdtcated on plans or bonds, eras requested for board resolution tf
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smaller phases or individual roads are recommended for acceptance.
2. As -built plan approved by VDOT, and copies of all recorded drainage easements, sight easements, and
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right-of-way plats. Plats should be copies of the actual recorded documents from the Clerk's office.
An as -built plan prepared in accordance with the County's As -Built Road Plan Policy is required. VDOT does not
always follow this paperwork or policy, but for bond releases, especially where VDOT has not yet accepted the road,
the minimum requirements of this policy must be met, if only to ensure that all improvements arein right-of-way and
easements.
3. Written documentation of acceptance from VDOT for the entire roadway or for completed items.
Formally, this is sent directly to the county on an AM-4.3 from VDOT, when VDOT requests that the Board of
Supervisors pass a resolution of acceptance. After the resolution of acceptance is sent to VDOT, it is usually about six
weeks before actual acceptance takes place, and VDOT issues a formal memo to the county with the road additions and
new route numbers. This final notification is needed for bond release. For partial bond releases prior to this, some
correspondence from VDOT for items inspected and approved is necessary. This is usually in the forth of letters
approving compaction reports, CBR's; pavement cores, pipe video, or other items where partial release is sought. A
final punchlist inspection report from VDOT can be used for a partial bond release, but only if outstanding items are not
too broad. If the punchlist is not official, and only a courtesy review, it carries much less weight. In any case, if there
are problems meeting the eligibility or occupancy minim mis, and it is not known how long improvements may sit, or
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need replacement, partial releases may not be possible.
Even if a bond release is not requested, an inspection from the County is required for any County items,
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such as the street name signs, and any sidewalks or amenities that the County required but VDOT will not
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maintain. This final inspection by the County must be performed before the road can be recommended to
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the Board of Supervisors for a resolution of public acceptance. County bond releases (or partial releases)
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will be considered on public roads for all portions approved by VDOT. In addition to 1-3 above, the
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following items are required to be submitted for bond releases to be considered:
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4. Signed and sealed letter from a professional engineer listing and certifying that completed
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improvements are built according to plan.
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Please do rot e-mail or fax copies of this letter. An original signature and certifying seal are required. Please do not
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use qualifying statements such as "it appeared", or "to the best of my knowledge", or "generally in accord".
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Improvements were either built to plan, or they were not. As -built measurements, construction inspections, and other
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field verifications should be cited and included. Tolerances should be noted. The items not built according to plan
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most be listed, with explanations. Deviation in pavement materials and thicknesses must be listed. If street trees or
sidewalks, or other items were moved, or added, this should be noted. If drainage changed, by addition or deletion of
culverts, inlets, or re -alignments of pipes or grades, this should be verified by revised computations and attached to the
letter. If there are outstanding items or omissions, these should be listed. Graphics are helpful. In short, please provide
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more than a statement of opinion or assurance. Please demonstrate that the urprovements and construction have been
inspected, investigated and documented, and are certified in detail, and county staff will not be in the position of
discovering discrepancies and deficiencies in the field.
5. Certificate of Completion
This form must be received for release of a bond. It is available on the county website. In the case of reductions, a
letter listing the outstanding items that need to be completed before signing the certification is acceptable. It must be
signed by the owner. This form says all subdivision improvements have been completed. It also says that all
construction conforms to approved plans and any discrepancies have been approved by the County. This means the as -
built plans have been approved by VDOT, and they have agreed to any discrepancies, which should be documented in
acceptance correspondence or punchlists.
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N/F THIRD MESA LLC
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EXISTING 12" DI WATERLINE
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SEWER EASEMENT
DB.5232, PG.243-256
APHIC SCALE
( IN FEET )
1. inch = 30 ft.
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JOB NO.
182152
SCALE
III _ 301
SHEET NO.
3
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3/1G- STEEL PLATE WELDED
TO P05T & GROUND SMOOTH TH o
F
pop \\ `PROPOSED VAR. WIDTH PROPOSED MILL & OVERLAY. 2-1/2' DIA. GALVANIZED
SEE DETAIL SHEET
STEEL POST- PAINTED WITH
\ ANDSCAPEMAINTENANCE EASEMENT I I V. / / 000
D.B. PG. 2 GOATS IA PRIMER LiOTTNo. 03579Sb
` PROPOSED EMERGENCY ACCESS AND INSIGNIA YELLOW
N58°�5'4S.a b WITH zz' ACCESS EASEMENT O
' IN W/ HEAD
3/4DIA. STEEL P4p 08/31/20 c �
D.B.PG. o�
__ 6.ga• w W/ 3/8' DIA. HOLE FOR LOCK
ar\ SI�MT DIST PROPOSED REMOVABLE STEEL BOLLARDS. LOCK SSIONAL Etc
tiG O`�E, - SEE DETAIL THIS SHEET. BOLLARDS TO / CN.I.G.)
o' \90' S 32 z� BE INSTALLED AT BOTH ENDS OF ACCESS ESMT �/� / FINISH SURFACE
(6) TOTAL BOLLARDS (AS SHOWN) - O
y'y _ 2 NOTE: BOLLARDS TO BE INSTALLED zo' PLANTING & -
ry�L� OPEN SP%CCE LANDSCAPING B FER/ 3' DIA- GALVANIZ1!�
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6' O.C. MAX.
O o.10 ACRES �R ' / 1'ENCROACHMENT .LOT6 \ OPEN SPACE HEREBY PROPOSED VAR. WIDTH / 57EEL PIPE SLEEDEDICATEDTO THE HOA N6o° PORTICPAINABOVE GLANDSCAPE MAINTENANCE EASEMENT D.B.PG. PORTION SAME A4'ENCROACHMENTCONCRETE FOOTIOPEN SPACE F - z�,0.08 ACRES 3/1G' STEEL PLATt
�� ti�L� LOT 5 a _ , - TO SLEEVE 12
ti° / F/a ° OPEN SPACE HEREBv
1° o>'/ _ _ N6 ° 4 z" HIGH AMERISTAR B CK SECURITY FENCING
0 9' o+�� �� \ FfP DEDICATED TO THE HOA 3
ry`r�e 41 \ a ° �\ 49'�s�„ �Y� / (MAJESTIC - AEGIS PL ) WITH SWING GATES NOTE: DRILL A 13/1G' DIA- HOLE THRU
8 £ Olj BOTH THE POST AND SLEEVE FOR rn cn
LOT G \\ g �� STA A�}�N / FOR USE AT CEMETER S, TOT/LOT, AND PIN PLACEMENT- z z F
o eC/ ti \ / LOT7 \� \� �� f 1� 0�� \\ RETAINING WALL SA ETY RAILING WHERE REQ'D REMOVABLE STEEL BOLLARD DETAIL Z z o 0
a �8�/tiGCA o��t'�C�4 PROPOSED i V �2p a co U U)
2� Sic. ti 38 + ( \ OPEN SPACED (ANT G 1 \ / u m rn
A ` CONCRETE SIDEWALK / G 'Lim ), of 2o, o. z ACRES /A/ 3°ao' ` . I - H N 5 v v
y 9P ( (Ty N _ 9p L yo 3 G& 40. l _ % ,A w Ln a a
Q �T/p . , PROPOSED 6' 9O J LOT 8 �F OPEN SPACE HEREBY /qA \ /6 F a08 - w / i v' 0 a w w <
tim r PLANTING STRIP �� 'N\, i/./ a o9s \ DEDICATED TO THE HOA i CqP/AtGB - N 86 PROPOSED VAR. WIDTH % �"'�I o
cl�- I'dz ' _ PROPOSED 6'✓ O /2� +� �OF \"e FFBR ANDSCAPE MAINTENANCE EASEMENT > j W N
LANDSCAPE 9p91Jo, yti 9C� D.B.PG._ / W w w C t
\&MAINTENANCE G� ce
LOT9 z$, z8'—\ Ns6O
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ry / �p 2 0 -,LANDSCAPE SiC EASEMENT S; p��o; is / z8' z8'� \ o'3SZ4 F /
LOT �c� & MAINTENANCE r S/ \ \ \ 0 5� r o+ 1 CF 69
PROPOSED 6' PORCH & -EASEMENT ° O/S 19x �O �9.�i �O' '1 z, �N zS' \
3 CONCRETE SIDEWALK (TYP.) \ CO T9 So\ J ��' / 4'y4� of o• / - -- ao REAR SET ACK i
2 LOT 10
\ rTLoo'." n'� DECK DECK NjZ° PROPOSED VAR- WIDTH
/ y°j % \y e �. 21�\ \\ 69 J \ 2 / DECK DECK ao' \.�F, 3?1 ANDSCAPEMAINTENANCEEASEMENT
3 ENCROACHMENT o A y\No 4 \ , :C,� o+ r DECK 1p \ 64�•• D.B._PG.
\� n m \ 73x°0 ,� q� I Jo, 1 LOT1i PROPOSED BLACK
LOT z V A F DECORATIVE FENCE
�WITHGATEAROUND LOT12. LOTH LOTi4 a LOT15 _ N
'ENCROACHMENT o �, .yyi N \ \ :" • d� \ 00 ' CEMETERY LOT 16 �S° W
o- y�3 0� `. �• °�' - G r'Li o, ti°ti PROPOSED 6' PORCH & h �S`^4. / P A N PROPOSED VDOT � 9p L LOT 1 Io� P S -,
\ Oo No LOT 1 ymZ ° STD. CG-gD (TYP.) \ \ \\ . % b 9GF OPEN SPACE E N' 2o'xzo' 3' CONCRETE SIDEWALK (TYP.) 7 I y 9 F39.
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ALBEMARLE SOCIETY FOR °� o a a ANC 'St. STD. CG-6 (TYP.) W Q
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\ SPACES (8'x20')SPACES SHALL BE F F ao' 3' CONCRETE SIDEWALK (TYPJ _ I zo'xzo' n ( GARAGE PROPOSED NO PARKING SIGN TYP. cJ ~
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SANITARY SEWER AND WATER LINES TO BE INSTALLED IN ACCORDANCE WITH ACSA
GENERAL WATER AND SEWER SPECIFICATIONS.
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'UTILITY EASEMENT 4• PERFORM TEST PITS TO VERIFY HORIZONTAL AND VERTICAL LOCATION, PIPE SIZE
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THE EXCAVATION FOR THE PROPOSED 8" DIP SANITARY SEWER LIN TEST PITS OF THE EXISTING WATERLINES WILL BE
REQUIRED AT THE TIME OF THE CASING
INSTALLATION & OFF -SITE SANITARY SEWER
CONSTRUCTION. THE ACSA & RWSA SHALL BE
CONTACTED 3 BUSINESS DAYS IN ADVANCE OF
CONTRACTOR TO REMOVE AND \ f THE CASING INSTALLATION AND SHALL BE
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RWSAWATERLINE — STATE ROUTE
f BORE & JACK PER ACSA STANDARDS 45
LF OF 24" STEEL CASING PIPE (o.5o" MIN
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— EXISTING WATER METER
MATCHLINE - SEE THIS SHEET
EXISTING zo' SANITARY
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SEWER EASEMENT
DB.5232, PG.243-2S6
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SCOTT/R. Cb-LLINS'Z
Lic. No. 0357911b
; 08/31/20 �
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SCALE
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SHEET NO.
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_�"^Y� SCOTT R. LLINSZ
TIE-IN TO EXISTING 12" Cl WATERLINE U Lic. No. 0357911b
\\ WITH PROPOSED 12"x8" T.S. & V. / 4po� 08/31/20
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EXISTING iz" CAST IRON
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RWSA NOTES:
� i. CONTRACTOR SHALL COORDINATE WITH RWSA AND ACSA DURING CONSTRUCTION OFTHE CONNECTION TO THE EXISTING RWSA iz" WATERLINE.
/ PROPOSED FIRE / / CONTRACTOR SHALL USE DUE DILIGENCE TO PROTECT THE RWSA Iz" WATERLINE DURING CONSTRUCTION. 1n
HYDRANT ASSEMBLY / ROPOSED 8" zz.5° BEND z. CONTRACTOR SHALL VERIFY THE HORIZONTAL AND VERTICAL LOCATION, THE OUTSIDE DIAMETER AND THE PIPE MATERIAL OF THE -z" WATERLINE z
j /Q LOT 5 3 / �/ PRIOR TO ORDERING THE TAPPING SLEEVE. RWSA SHALL BE CONTACTED 3 BUSINESS DAYS IN ADVANCE OF THE TEST PIT AND SHALL BE PRESENT w g m
DURING THE TEST PIT- THE TAPPING SLEEVE SHALL BE APPROVED BY RWSA PRIOR TO BEING ORDERED. THE TAPPING CONTRACTOR SHALL BE z
/ a APPROVED BY RWSA PRIOR TO THE TAP. uo o g
LOT [F - ' /� S � 3. A MINIMUM OF 3 BUS NESS DAYS NOTICE SHALL BE GIVEN PRIOR TO INSTALLATION OF THE TAPPING SLEEVE. THE iz"X8" TAPPING SLEEVE AND VALVE r r z p
PROPOSED 8" CL. 5z DI WATERLINE H i T�T� RN R SHALL BE INSTALLED PLUMB. FOLLOWING THE PLACEMENT OF THE iz"X8" TAPPING SLEEVE, A CONCRETE PAD AND THRUST BLOCK SHALL BE PLACED w w z
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LOT16 I \
NOTE: LOT ii SHALL REQUIRE
• A �i PROPOSED SANITARY SEWER
LOT 1 C MH-zz A TRAFFIC -RATED METER BOX SERVICE LATERAL (TYP.) LOT 17 \oy
PROPOSED io' PRIVATE PROPOSED BLACK DECORATIVE I o roi o N N N
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U Lic. o.R. 5791 Z
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DRAINAGE EASEMENT G ti 5z3�80 �i LOT 30 -�
--- D.B. PG. { H
GENERAL CONSTRUCTION NOTES FOR STREETS NOTE: MANDATORY INSPECTIONS AT THE FOLLOWING PHASES ARE REQUIRED FOR ROADS
132) THAT ARE PROPOSED TO BE STATE MAINTAINED: _ _ /
. CONSTRUCTION IR MUS10N OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL 5 MADE BY THE COUNTY. ! -r_ /-
THE CONTRACTOR MUST NOTIFY THE DEPARTMENT DS COMMUNITY DEVELOPMENT WILL BE MA 48 HOURS IN ---
I. INSTALLATION OF ANY ENCLOSED DRAINAGE SYSTEM BEFORE IT IS COVERED.
ADVANCE OF THE START OF CONSTRUCTION.
2. UPON COMPLETION OF FINE GRADING AND PREPARATION OF THE ROADBED SUBGRADE, THE CONTRACTOR SHALL ii. INSTALLATION OF ANY ENCLOSED UTILITY PLACEMENTS WITHIN THE RIGHT-OF-WAY BEFORE BEING COVERED. ;^
HAVE CBR TESTS PERFORMED ON THE SUBGRADE SOIL. THREE (3) COPIES OF THE TEST RESULTS SHALL BE /
SUBMITTED TO THE COUNTY. IF A SUBGRADE SOIL CBR OF 10 OR GREATER IS NOT OBTAINABLE, A REVISED iii. CONSTRUCTION OF THE CUTS AND FILLS, INCLUDING FIELD DENSITY TESTS, BEFORE PLACEMENT OF ROADBED v '
PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR BASE MATERIALS.
APPROVAL. 1 /
3. SURFACE DRAINAGE AND PIPE DISCHARGE MUST BE RETAINED WITHIN THE PUBLIC RIGHT-OF-WAY OR WITHIN iv. A FINAL PAVEMENT DESIGN, BASED ON ACTUAL SOIL CHARACTERISTICS AND CERTIFIED TESTS, SHALL BE
EASEMENTS PRIOR TO ACCEPTANCE BY THE COUNTY. ALL DRAINAGE OUTFALL EASEMENTS ARE TO BE EXTENDED TO COMPLETED AND APPROVED BEFORE THE PAVEMENT STRUCTURE IS PLACED.
A BOUNDARY LINE OR A NATURAL WATERCOURSE.
4. GUARDRAIL LOCATIONS ARE APPROXIMATE. EXACT LENGTH, LOCATION AND APPROPRIATE END TREATMENTS WILL BE v. PLACEMENT OF BASE MATERIALS INCLUDING STONE DEPTHS CONSISTENT WITH THE APPROVED PAVEMENT \
FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT DESIGN, PRIOR TO PLACEMENT OF THE PAVING COURSE OR COURSES, FOLLOWED BY FIELD DENSITY AND
SHOWN WHEN, IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY. WHEN MOISTURE TESTS AND THE PLACEMENT OF A PAVING COURSE AS SOON AS POSSIBLE. I ✓ /
GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE I
FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. vi. CONSTRUCTION OF PAVEMENT, INCLUDING DEPTH AND DENSITY, UPON COMPLETION AS PART OF THE FINAL
5. WHERE URBAN CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT INSPECTION. ,- % \
6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT vii. THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING VDOTA MINIMUM OF ONE WEEK PRIOR TO EACH OF THE % �k� v O� \' 1>
STANDARD PE-1. ABOVE PHASES OF CONSTRUCTION TO SCHEDULE AN INSPECTION. _ _ " ✓ _ �� ®® A y
H, SHOULDER
7. COMPLIANCE WITH THE MINIMUM PAVEMENT TYPICAL PAVEMENT ECTION DETAIL, HALL BETSTRICTLY ADHERED IHTOND DITCH SECTIONS, AS SHOWN ON THE viii. FAILURE OF THE CONTRACTOR TO SCHEDULE THESE INSPECTIONS WILL REQUIRE ADDITIONAL TESTING OF THE ,? l ��� �� 4"/ �
8. ROAD PLAN APPROVAL FOR SUBDIVISIONS IS SUBJECT TO FINAL SUBDIVISION PLAT VALIDATION. SHOULD THE FINAL ROADS AT THE DISCRETION OF VDOT OR MAY LEAD TO THE ROADS NOT BEING ELIGIBLE FOR STATE
PLAT FOR THIS PROJECT EXPIRE PRIOR TO SIGNING AND RECORDATION, THEN APPROVAL OF THESE PLANS SHALL MAINTENANCE.
BE NULL AND VOID. ---A�� •�'�
9. ALL SIGNS OR OTHER REGULATORY DEVICES SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC /
CONTROL DEVICES AND THE ALBEMARLE COUNTY ROAD NAMING AND PROPERTY NUMBERING ORDINANCE AND RWSA GENERAL WATER & SANITARY SEWER NOTES (APRIL 2016)
MANUAL.
1. ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL COMPLY WITH THE LATEST VERSION OF THE / ✓ / \ .
0ON 1 S VE STANDARDS ON STAN- RI . CONSTRUCTION
DESIGN AN TER AND SEWER DESID TID
10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN, GENERAL WA _ ADOPTED IN
IN THE OPINION OF THE COUNTY ENGINEER, OR DESIGNEE, THEY ARE DEEMED NECESSARY IN ORDER TO PROVIDE DECEMBER 2015, EXCEPT AS MODIFIED BELOW OR MODIFIED IN SPECIAL NOTES.
SAFE AND CONVENIENT ACCESS. 2. RWSA SHALL APPROVE ALL CONSTRUCTION MATERIALS AND METHODS OF CONSTRUCTION. A
11. THE SPEED LIMITS TO BE POSTED ON SPEED LIMIT SIGNS ARE 5 MPH BELOW THE DESIGN SPEED, OR AS PRECONSTRUCTION CONFERENCE SHALL BEHELD WITH RWSA PRIOR TO THE START OF ANY WORK.
DETERMINED BY VDOT FOR PUBLIC ROADS. 3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001).
12. VDOT STANDARD CD-1 OR CD-2 CROSS -DRAINS UNDER TO BE INSTALLED UNDER THE SUBBASE MATERIAL AT ALL 4. RWSA ENGINEER (VICTORIA FORT AT (434) 977-2970 EXT. 205) SHALL BE NOTIFIED THREE BUSINESS DAYS -
CUT AND FILL TRANSITIONS AND GRADE SAG POINTS AS SHOWN ON THE ROAD PROFILES. PRIOR TO THE START OF CONSTRUCTION.
13. A VIDEO CAMERA INSPECTION IS REQUIRED FOR ALL STORM SEWERS AND CULVERTS THAT ARE DEEMED
INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE 5. ALL WORK IS SUBJECT TO INSPECTION BY RWSA STAFF. NO TIE-INS TO THE EXISTING SYSTEM SHALL BE
MADE WITHOUT COORDINATION WITH AND THE PRESENCE OF RWSA STAFF. NO WORK SHALL BE OF 4"
WITH VDOT'S VIDEO CAMERA INSPECTION PROCEDURE AND WITH A VDOT OR COUNTY INSPECTOR PRESENT. CONDUCTED ON RWSA FACILITIES ON WEEKENDS OR HOLIDAYS WITHOUT SPECIAL WRITTEN PERMISSION CURB 2" R
FROM RWSA.
ROAD NOTES /
6. FOR SANITARY SEWER LINE CONSTRUCTION: RWSA MAY REQUIRE BYPASS PUMPING FOR TIE-INS TO THE .• '• g"
EXISTING SYSTEM. ALL DOGHOUSE MANHOLES MUST BE PRESSURE -TESTED BEFORE A CONNECTION IS \
GRADING: .•� "� 1 T r
MADE TO THE SYSTEM. 13"
1. THE LATEST EDITION OF THE ROAD &BRIDGE SPECIFICATIONS, THE ROAD &BRIDGE STANDARDS OF THE VIRGINIA 4` ' + \ y
7. THE LOCATION OF EXISTING UTILITIES AS SHOWN ON THE PLANS IS FROM DATA AVAILABLE AT THE TIME . ` +
DEPARTMENT OF TRANSPORTATION SPECIFICATIONS SHALL GOVERN THE MATERIAL AND CONSTRUCTION METHODS •' •.r. s ,
OF THIS PROJECT. OF DESIGN AND IS NOT NECESSARILY COMPLETE OR ACCURATE. THE CONTRACTOR SHALL BE 7,. • • +L: 4`..,,. •.:, < 7^ �, \ \ \
2. WHERE UNSUITABLE MATERIAL IS ENCOUNTERED IN THE ROADWAY, IT SHALL BE REMOVED FROM THE ENTIRE ROAD RESPONSIBLE FOR THE VERIFICATION OF THE LOCATION, SIZE AND DEPTH OF ALL EXISTING UTILITIES, 6"
BOTH SURFACE AND SUBSURFACE. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER OF \
RIGHT OF WAY WIDTH AND REPLACED WHERE NECESSARY WITH SUITABLE MATERIAL TO THE SAl1SFACTION OF THE ANY DISCREPANCIES BETWEEN THE PLANS AND FIELD CONDITIONS. THE CONTRACTOR SHALL USE DUE MIN. TRIP GENERATION
n _
3. AILLI GROWTH OF TREES AND VEGETATION SHALL BE CLEARED AND GRUBBED FOR THE ENTIRE EASEMENT. OTHER DILIGENCE TO PROTECT ALL UTILITIES AND STRUCTURES FROM DAMAGE AT ALL TIMES, WHETHER 1' S• 2' SCALE: 1 - 80 \
SHOWN ON THE PLANS OR NOT. DAMAGE TO ANY EXISTING UTILITIES SHALL BE REPAIRED BY THE DOT #57,#68, OR #78
TREES AND VEGETATION WHICH OBSTRUCT SIGHT DISTANCES AT ROAD INTERSECTIONS SHALL BE REMOVED.
4. ALL VEGETATION AND OVERBURDEN TO BE REMOVED FROM SHOULDER TO SHOULDER PRIOR TO THE CONSTRUCTION
CONTRACTOR TO THE ORIGINAL CONDITION AT NO ADDITIONAL COST TO THE OWNER.
STANDARD CG-)5 STONE BASE UNDER CURB
Pavement Design
OF THE SUBGRADE.
8. EROSION AND SEDIMENT CONTROL FACILITIES SHALL NOT BE PERMITTED IN THE RWSA EASEMENT
&CHECKED BY VDOT
DRY CURB & GUTTER PRIOR TO PAVING AND/OR
WITHOUT SPECIAL WRITTEN PERMISSION FROM RWSA. NO GRADING SHALL BE PERMITTED IN THE RWSA
NO SCALE BACKFILLING.
RF=
1.0
DRAINAGE:
EASEMENT UNLESS PERMITTED OTHERWISE BY RWSA IN WRITING.
Location
ADT
HCV
Design
CBR
SSV
Dr
Surface
h
a
Base
b
a
Sub -base
h
a
Dp
1. ALL PIPE CULVERTS, EXCEPT PRIVATE ENTRANCES, SHOWN HEREON ARE TO BE RCP WITH A MINIMUM COVER OF
9. NO BLASTING SHALL BE PERMITTED WITHIN 100 FEET OF RWSA FACILITIES WITHOUT WRITTEN
ADT
ONE (1) FOOT.
PERMISSION AND RWSA APPROVAL OF THE BLASTING PLAN. GROUND MONITORING DURING BLASTING
2. STANDARD UNDERDRAINS (CD-1 OR CD-2 OR UD-4'S) TO BE PROVIDED AS INDICATED ON THE PLANS, OR WHERE
AND A PRE -BLAST SURVEY MAY BE REQUIRED. FOR BLASTING WITHIN 100 FEET OF ANY OPERATIVE RWSA
Empire Street (Public Road)
500
2
520
4
4
12.48
SM-9.5
1.5
2.25
BM-25
3
2.25
21A
6
0.6
13.73
FIELD CONDITIONS INDICATE.
SEWERLINES, BYPASS PUMPING AND/OR PRE- AND POST -CCTV MAY BE REQUIRED. RWSA MAY ALSO
Swede Street (Public Road)
200
2
220
4
4
9.49
SM-9.5
1.5
2.25
BM-25
3
2.25
21A
6
0.6
13.73
3. ALL DRIVEWAY ENTRANCE PIPES SHALL BE A MINIMUM OF TWENTY (20) FEET IN LENGTH AND HAVE A MINIMUM
REQUIRE CERTIFICATION FROM A LICENSED PROFESSIONAL ENGINEER STATING THAT THE PROPOSED
Public Road
Marsac Street ( )
200
2
220
4
4
9.49
SM-9.5
1.5
2.25
BM-25
3
2.25
21A
6
0.6
13.73
BLASTING WILL NOT DAMAGE ANY RWSA FACILITIES. DAMAGE TO ANY UTILITIES DUE TO BLASTING SHALL
DIAMETER OF FIFTEEN (15) INCHES AND SHALL BE PLACED IN ACCORDANCE WITH THE VIRGINIA DEPARTMENT OF BE REPAIRED BY THE CONTRACTOR TO THE ORIGINAL CONDITION AT NO ADDITIONAL COST TO THE (VARIABLE WIDTH)
TRANSPORTAION SPECIFICATIONS UNLESS OTHERWISE NOTED ON PLANS.
z
OWNER.
4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO THE SATISFACTION OF THE ENGINEER. DRAINAGE
EASEMENTS SHALL EXTEND TO A POINT DEEMED AS NATURAL WATER COURSE.
10.
THE CONTRACTOR SHALL OBSERVE MINIMUM SEPARATION REQUIREMENTS FOR UTILITY CROSSINGS.
NOTE: PAVEMENT DESIGN FOR NEW SUBDIVISION STREETS SHALL BE
WHEN A CROSSING IS MADE UNDER AN EXISTING FACILITY, ADEQUATE STRUCTURAL SUPPORT SHALL BE
4" CONC.
DEVELOPED USING THE PAVEMENT DESIGN GUIDE FOR SUBDIVISION AND
PAVEMENT:
PROVIDED FOR THE EXISTING PIPE. THE AREA OF THE CROSSING SHALL BE BACKFILLED WITH
SECONDARY ROADS IN VIRGINIA AND MUST BE BASED ON IN PLACE
1. AN ACTUAL COPY OF THE CBR REPORT IS TO BE SUBMITTED PRIOR TO THE PLACEMENT OF THE AGGREGATE
11.
LINE OF THE EXISTING PIPE.
COMPACTED 57 STONE L THE NS SHALL
NEW WATER MAIN INSTALLATIONS SHALL BE PRESSURE TREATED, CHLORINATED, FLUSHED AND HAVE
\\ /\\/
/ ,
/i\/\\
!
/ / / / /
/i /i
MATERIAL AT THE TIME OF CONSTRUCTION.
BASE MATERIAL. IF THE SSV VALUES ARE LESS THAN 10, THE DEVELOPER WILL BE REQUIRED TO SUBMIT FOR
WATER SAMPLES APPROVED PRIOR TO MAKING ANY PERMANENT CONNECTION TO THE PUBLIC WATER
j/�\//
ENGINEERS APPROVAL THE PROPOSED METHOD OF CORRECTION.
2. SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE, TEMPLATE AND COMPACTION BEFORE BASE IS
SYSTEM. APPROVED METHODS OF FILLING AND FLUSHING NEW WATER MAINS WILL BE REQUIRED TO
4" 21-A STONE BASE
PLACED.
PREVENT ANY CONTAMINATION OF THE PUBLIC WATER SYSTEM.
TRIP GENERATION CALCULATIONS
3. TEST REPORTS ON SELECT MATERIALS MUST BE SUBMITTED SHOWING THE MATERIAL MEETS REQUIRED GRADATION
12.
ALL EASEMENTS FOR NEW RWSA FACILITIES SHALL BE RECORDED PRIOR TO PLACING THE NEW
CONCRETE SIDEWALK
FOR TYPE I, II, OR III PRIOR TO PLACING AGGREGATE BASE.
FACILITIES INTO SERVICE.
NO SCALE
TRIP GENERATION BASED ON ITE TRIP GENERATION MANUAL (1oTH EDITION)
4. THE REQUIREMENTS TO PUGMILL AGGREGATE BASE WILL BE WAIVED IN THE EVENT THAT THE SURFACE COURSE IS
13.
NO PERMANENT STRUCTURAL FACILITIES WILL BE PERMITTED IN THE RWSA EASEMENT. THIS INCLUDES
52 SINGLE FAMILY ATTACHED UNITS - CODE 220
BEGINNING AT THE COMPLETION OF THE INSTALLATION OF THE AGGREGATE BASE. IN THE EVENT THAT THE
BUILDING OVERHANGS, RETAINING WALLS, FOOTERS FOR ANY STRUCTURE, DRAINAGE STRUCTURES,
SURFACE COURSE IS APPLIED PRIOR TO 60 DAYS, THE PUGMILL REQUIREMENT WILL APPLY.
ETC.
ALBEMARLE COUNTY
14.
TREES ARE NOT PERMITTED IN THE RWSA EASEMENT.
22' ACCESS EASEMENT
ADT: 381 VPD (190.5 ENTER/ 19o.5 EXIT)
AM PEAKK VPH W6 ENTE
GENERAL CONSTRUCTION NOTES
1. PRIOR TO ANY CONSTRUC77ON WITHIN ANY EXISTING PUBLIC RIGHT -OF- WAY INCLUDING CONNEC77ON TO ANY
EXIS77NG ROAD, A PERMIT SHALL BE OBTAINED FROM THE VIRGINIA DEPARTMENT OF TRANSPORTATION (VDOT). THIS
DRAW
PLAN AS MAY NOT ACCURATELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES
O OCCUR THE RE UIREMENTS OF 7HE PERMIT SHALL GOVERN.
2. ALL MATERIALS AND CONSTRUC77ON METHODS SHALL CONFORM TO CURRENT SPECIRCA77ONS AND STANDARDS OF
VOOT UNLESS OTHERWISE N07ED.
3. EROSION AND SILTA77ON CON7ROL MEASURES SHALL BE PROVIDED IN ACCORDANCE W77H THE APPROVED EROSION
CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING, GRADING OR OTHER CON57RVC77ON.
4. ALL SLOPES AND DIS77JRBED 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.-I OR BETTER ARE TO BE ACHIEVED.
6. PAVED, RIP -RAP OR STABILIZA77ON MAT LINED DITCH MAY BE REQUIRED WHEN IN THE OPINION OF THE COUNTY
ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL.
7. ALL 7RAFFIC CON7ROL SIGNS SHALL CONFORM VW7H THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CON7ROL DEVICES
6. UNLESS OTHERWISE N07£D, ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE -CLASS Ill.
9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLA77ON MUST COMPLY WITH OSHA STANDARDS FOR 7HE
CONSTRUCTION INDUSTRY (29 CFR PART 1920 R/W
Swede Street
STA 10+06-11+18 54'ROWSection Parking ISid
e
11+18-12+60 48' ROW Section No Parking
12+60- 14+50 54' ROW Section Parking 1 Side
14+50- 15+72 48' ROW Section No Parking
p
Em ire Street
STA 10+00-16+30 48' ROW Section No Parking
16+30-16+90 54' ROW Section Parking 1 Side
16+90-17+31 60'ROWSection Parking2Sides
17+31- 17+76 48' ROW Section No Parking
Marsac Street
STA 10+00- 12+23 48' ROW Section No Parking
12+23-12+87 54' ROW Section lParkinglSide
12+87-14+32 48' ROW Section INo Parking
1
C/1-
STANDARD CG-6
STONE BASE UNDER CURB
i
CG-6
5' WIDE CONCRETE CURB & GUTTER
POINT OF CG_6
FINISHED GRADE CURB &GUTTER 5' WOE CONCRETE
f
CURB & GUTTER
& CHECKED BY VDOT
J
/ 3y
EXIST. GROUND
S/DEWALK
2% /
SIDEWALK
SURFACE
/ 2%
3:1
EXIST. GROUN
NO SCALE
PRIOR TO PAVING AND/OR
BACKFILLING.
2%
2g°
EXIST. GROUND
7
GROUND
EXIST. GROUND
GROUND
Li7F9�H:71/L4/]
4' CONCRETE
SIDEWALK
\ 6' PLANTING
4" WOT 21A TSTONER SE 21AA�E BASE `SUBBASE 2 STRIP
5 fi 82.5. B2 5 6 �-
(TRAVEL LANE) (TRAVEL LANE)
24' F/C-F/C
48'
R/W
TYPICAL NEIGHBORHOOD STREET SECTION (48 ' PUBLIC R/TY)
CAS-SSAR RESIDENTIAL N:E JfIXTT USff SURVIVISION STREET PESICN SPSTP. 25 MPH
CIL
CG-6 POINT OF CG-6
CURB & GUTTER FINISHED GRADE CURB & GUTTER
/ SURFACE
(/ 2$ 2% 2%
6' PLANTING "'-•
STRIP
4' POO
EXIST. GROUND
5
NOTE: 6' BUMP -OUTS FOR ONSTREET PARKING ARE
PROVIDED CREATING 8' ON -STREET PARKING SPACES. SEE
PLAN SHEET FOR EXACT GEOMETRY OF ON -STREET
PARKING BUMP -OUTS.
4' CONCRETE RIW
SIDEWALK I I
6' PLANTING �.,.. ; 1"
STRIP 6' PLANTING
4" VDOPINT 2fA 4' or 4° or STRIP 4' WOr 21A
WO
STONE BASE BASE SUBBASE 211A STONE BASE
STONE 5 6 6�1 6 10' 10' BASE
OS (PARKING LANE) 2.5 6 5
(TRAVEL LANE) (TRAVEL LANE) 0.5
54'
4" CONCRETE
SIDEWALK
4' VDOT 21A
STONE BASE
R/W
TYPICAL NEIGHBORHOOD STREET SECTION (54 ' PUBLIC R/TYJ
GS--SSAR RESIDENTIAL & MIXED USE SUBDIVISION STREET DESIGN SPEED' 25 MPH
PARffINC ON ONE SIDE ONLY
CG-6 CtE
POINT OF CG-6
CURB & GUTTER FINISHED GRADE CURB & GUTTER
SURFACE2X 2%
EXIST. GROUND
EXIST. GROUND
4' CONCRETE
SIDEWALK
6' PLANTING •...6 /
STRIP 6' PLANTING
STRIP 4' VDOT 21A
4- ,Aor BASE 4' wor
STTOWE SUBBASE 2„!A,- STONE BASE
-6 z (PARKING FA E) (TRAVEL LANE) (TRAVELL LANE) (PARKING LANE) �2YSkl_ 5 0.5
�W
TYPICAL NEIGHByORHOOD STREET SECTION (60 ' PUBLIC
CS R/IYJ
-SSAR NZ RESIDENTIAL MIXED USE SUBDIVISION STREET DESIGN SPEED.' 25 MPH
PARKING T!!'O SIDES
EXIST. GROUND
EXIST. GROUND
C
WIDTH OF ENTRANCE
EXISTING OR PROPOSED
EXPANSION MINT
SIDEWALK OR SIDEWALK
SPACE
a
e
2-Q'•
U
L
�
a
EXPANSION
JOINT
E
w
eE
w
A
Y
CURB INCLUDED IN
U
w
t
ENTRANCE GUTTER
A,
m
FLOW LINE
0,
x
r
EXPANSION
ENT��PLACE WIDTH
JOINT DESIRABLE MINIMIIM IB'
c
3
ABSOLUTE MINIMUM 12'
EDGE OF PAVEMENT A
HALF PLAN L' •Er-'
ENTRANCE -
LIMITS OF FED.
RWTE® cUNPAVED
WLIMITSOF/CCE55
SPACE
WIDTH OF
ENTRANCE
KH:
LRA175 OF FED. -
LIMITS OF FED.
LESS ROUTE ® NON -TRAVERSABLE '
ACCESS ROUTE
PEDESTRIAN ACCESS ROUTE DETAIL WITH &
WITHOUT UNPAVED SPACE
ADDITIONAL RIGHT-OF-WAY IS RE RED IFTHE LIMITS
OF PEDESTRIAN ACCESS ROLDE EXTEND BEYOND
L.N
EXISTING OR PROPoSED VDOT RI 7-OF WAY.
I I
® ACCESS ROUTES PROVIDE A CONTINUOUS
e.. e. • t.
STABLE, FIRM ASLIP RE
UNOBSTRUCUC TED NA
UNOBSTRUCTED
O a
PATH CONNECTING ALL ACCESSIBLE ELEMENTSTS OF OF A
O
va, -IN0
pa; .22
WP-2
EDGE OF G PAVEMENT
HAS DETERMINED
D IN FIELD)
TALI( COAT THE PROPOSED
CONSTRUCTION JOINT EXISTING ASPHALT LAYERS- PROPOSED ASPHALT LAYERS
EXISTING SUBBASEL'8 PROPOSED S9ASE
- - - - - - -
COMPACTED SUBGRADE
CONSTRUCTION JOINT DETAIL
® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENNG LAYERS
® PROPOSED MINIMUM 1Y, INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5)
x MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS
AS DETERMINED BY CORES (SEE NOTE 3)
NOTES:
1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER.
2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT.
SUBSURFACE DRAINAGE OF THE EXISTING AM PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN.
3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING
PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART.
C THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1 z INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE
PROPOSED PAVEMENT WIDENING SURFACE COURSE,UNLESS WAVED BY HE ENGINEER.
5. THE ENGINEER MAY REQUIRE THE MILLING DEPTH OF THE EXISTING PAVEMENT TO BE ADJUSTED TO ACHIEVE AN ACCEPTABLE PAVEMENT CROSS -SLOPE
AND EFFECTIVE SURFACE DRAINAGE.
S. EXISTING PAVEMENT MARKINGS LAND MARKERS WITHIN THE PROJECT LIMITS SHALL BE RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER.
7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315 OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS
AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE N ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315 OF THE
SPECIFICATIONS.
��
SPECFICATI
ASPHALT PAVEMENT
WIDENING
REFERENC
ROAD ARID BRIDGE STNgAR05
HEET I OF 1
REVISION DATE
FOR WIDENING SUBJECT
TO TRAFFIC
315
303.02
VIRGINIA DEPARTMENT OF TRANSPORTATION
CG-n
NOTE: WHEN A PEDESTRIAN ACCESS ROUTE
CROSSES A COMERCVN. ENTRANCE
-
THE CROSS SLOPE SHALL BE 22 FOR
I
A WIDTH OF 5 FEET.
I
7
I ;
I A'1 -STREET APPROACH SANE SURFACING
GENERAL NOTES
(RADUS TO BE AS o
AS MANLNE ROADWAY IKE NOTE 3)
SHOWN ON PLANS) 0
1. WHEN USED IN CONJUNCTION WITH STANDARD CG-3
(RADIUS TO BE AS
�I
OR CG THE CURB FACE ON THE STANDARD IS TO
SHOWN ON PLANS)
U7
HE ADJUSTED TO MATCH THE MWNTAHLE CURB
CG-2 OR CG-6 I
CONFIGURATION.
/
T 1 ---
2 FOR �RB RAMP DESIGN TO RE
S WITH
_
B 9 SIDEWALK
T'�HISC STIAIDAYD.2
USED
SIDEWALK
WALK
I
(SEE
NOTE 5)
w ---
I OPTIONAL UNPAVED SPACE
in FLOW LINE
3. MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE
_ _
__
`
--� +-----
R/W LINE (EXCEPT ANY SUBGRADE STABILIZATION
REQUIRED FOR MAINLINE PAVEMENT WHICH CAR BE
EXPANSION
EXPANSION
OMITTED IN THE ENTRANCE.)
JOINT
I JOINT
4. RADIAL CURB OR COMBINATION CURB AND GUTTER
- - -
SHALL NOT BE CONSTRUCTED BEYOND THE R/W LINENOTE:
WIDTH "[ OR AS
M
IH+MAINLINEROADWAY
EXCEPT FOR REPLACEMENT PURPOSES,
O TYP
BROWN ON TYPICAL SECTION. /A
PLAN VIEW
ENTRANCE NOTES
5. WHEN THE ENTRAICE RADII CANNOT ACCOMMODATE THE
TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK
MAINLINE ROADWAY SLOPE
TRAFFIC, THE DEPTH FOR SIDEWALK E CURB RAMPS
10' PARABOLIC CURVE (ENTRANCE ONLY)
WITHIN THE LIMITS OF THE RAOESHOMD BE
INCREASED TO 7". (SEE CG-13)
FACILITY THAT CAN BE APPROACHED, ENTERED AND
EDGE OF PAVEMENT OR
0
S.F USED BY PEDESTRIANACCESS ROUTE IS ADJACENT
OPTIONAL FLOW LIPS
GRADES CFWVGE _
®
---
0
B. PLANS PRE TO INDICATE WHEN CONSTRUCTION OF A FLOW
TO BACK OF CURB, MINIMUM WIDTH SHOULD BE 6'. SECTION F-F
(SEE
LINE B REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS
MAINLINE ROADWAY
- - - - - - - -
- - - - NOTE 7)
THE ENTRANCE.
XF F PEDESTRIAN ACCESS ROUTES WARE BEING '1_n11
MUTES
89 MAX.
OR CHANGE
0
7. THE DESIRABLE AND MAXIMUM ENTRANCE GRADE CHANGES
D" N THE ALLOWABLE ENTRANCE GRADE
PROVIDED, AM
MINIMUM 4' T LE WIDTH
'I---'-�---II
O
TABLE. THERE VALUES IRE NOT APPLICABLE TO STREET
E. THESE
l5 REQUIRED WITH A MAX. 2Y. CROSS SLOPE.
CONNECTIONS.
. s.
5' M
20' MINIMUM FOR
' N•
COMMERCIAL ENTRANCE
INTERSECTION NOTES
WHEN USED IN CONJUNCTION WITH STANDARD
. p
8. WHEN CC-11IS USED FOR STREET CONNECTIONS. THE
CG-3 OR CG-7, THE CURB FACE ON THE ' N' ' •• CONNECTION MUST BE DESIGNED IN ACCORDANCE WITH
PARABOLIC ® CONSTRUCT GRADE CHANGES WITH A PARABOLIC CURVE.
STANDARD S TO RE ADJUSTED T. MATCH TIE ANiTTOTHIS POLICY VINO THE N MANIA$E REQUIREMENTS
SITE
CURVE MOUNTABLE CURB CONFIGURATION. o4 Seo:•Bo� OF THE VDOT ROAD DESIGN E REQUIREMENTS. STOPPING
HP I SPARSE SECTION A - A SIGHT DISTANCE AND K VALUE REQUIREMENTS.
40RMQ GUTTER
® ___
®xx
SECTION E-E
• eq,
. p• • e. • e• ' �. • e.
444
xx
MHO% TO 10x CHANGE
Q4^?
PoP e4Ybo4obab444e "bi
CLASS A3 ( I sl cow.
.6e44Ave
6" AGGR. BASE TYPE I SIZE
21B
-U;.
s.-p..
I
® POINT OF GRADE CHANGE
12X MA%. SLOPE 5'-0'•
FOR CURB AND GUTTER ONLY NF
• •e, e. • e.
FOR SIDEWALK CURB AND GUTTER
x: 12 X MAXIMUM INCREASE IN SLOPE AT MINIMUM 10' INTERVALS
g4 b%U4 '
BUILT CONCURRENTLT
.o a a Ri
SECTION C-C
x x x 3 X MAXIMUM DECREASE IN SLOPE FOR FIRST 10' INTERVAL AND
B X MAXIMUM DECREASE FOR SUCCEEDING MINIMUM 10INTERVALS
SECTION D-D
SPECIFICATION
REFERENCE
I1VDCOT
STANDARD
ENTRANCE GUTTER
ROAD PAID BRIDGE STMNDAROS
5O2
REVISION DATE
I SHEET 1 OF 1
VIRGINIA DEPARTMENT OF TRANSPORTATION
07/15
2p3.02
9. OPTIONAL FLOWLINE MAY REWIRE WARPING OF A
PORTION OF GUTTER TO PROVIDE POSITIVE DRAINAGE
ACROSS THE INTERSECTION.
B
ALLOWABLE ENTRANCE GRADE CHANGES
CLASS A7`
.1 CONCRETE, .i. -s.• .Y.e
`
SECTION C-C
ENTRANCE VOLUME
GRADE CHANGE
'0..
DESIRABLE
MAXIMUM
HIGH
MORE THAN 1500 VPD
0%
3X
MEDIUM
500-1500 VPD
s 3 %
6 %
LOW
LESS THAN 500 VPO
56%
e%
NOTE: ALLOWABLE ENTRANCE GRADE TABLE IS NOT
APPLICABLE TO STREET CONNECTIONS
FICATION XVDEDT
ERENGE METHOD OF TREATMENT
ROM AND BRIDGE STANDARDS
502 (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REVISION DATE SHEET 1 OF 1
VIRGINIA DEPARTMENT OF TRANSPORTATION O7/15 203.04
SCOTT/R. CNLUNS'Z
Lic. No. 035791 t�
08/31/20��
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182152
SCALES
III - 8Q'
SHEET NO.
9
SEWER SERVICE LATERAL CONNECTION NOTES: max ASIM A36M0 AND HEX NOT PLACE 5' GALVANIZED "WITNESS "POST WITH 111 0 P,
VDOT CLASS 1 GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL Q z L ASTIM Y366 GYP)
1. WHERE A SEWER SERVICE LATERAL CONNECTS A A MANHOLE 5• MIN. RIPRAP
AND NO INVERT ELEVATION FOR THE SERWCE LATERAL IS (TYP) 1
INDICATED THE TOP (CROWN) ELEVATION OF THE SERVICE /
LATERAL PIPE SHALL BE AT LEAST 0.2' HIGHER THAN THE 2'-0" r' i5' ., • - UNg5NR8ED FMIN UNgsTURBEO
TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED 'a' _ soa DYP CAPPED ENDS PAINTED BWE IN REMOTE AREAS J.
TO THE MANHOLE. '+.' ° °`.'tD IDS] m45' ALL-TNriL4pD Ou°°� ) NOTE: HYDRANT MUST BE mI AS DIRECTED. MARKER LOCATION MAY BE SUBJECT ..t�
ANN
3.f]' MIN. EQUIPPED WITH CHARLOTTES- d. TO HIGHWAY DEPARTMENT APPROVAL. O
2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL �4. 1 INITIAL BACKFlLL e24 I 9" I. • ^ PLUG ( i i+', THE THREADS WHICH IS
I WATER MAIN THE LOCAL STANDARD. R. LINS ate-,
�� Q7 FINISHED GRADE rJ I�
BE CONNECTED USING A PIPE SADDLE. 8' PIPE 6" ,,. VDOT NO 7 MN MIN.
3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% aO' '-" STONE BEDDING MIN. MIN. ` I' ( J ® Ei LENGTH OF BRANCH VARIES
(1 /4" PER FOOT) � 6" BEDDING 2 .1 VALVE -� ` U Lic. No. 035791+�
6' MIN
B" :':: ,. +„..`..:', #s6 STONE r , I _ (27D1 z' ro fo• 'dp 08/31/20
4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN O PIPE * STABLE SOIL T i 24"MN 18'-22' Is O�
DIAMETER OF V. D.D. ROCK �. UNDISTURBED EAR1N •+,♦ ELAN 7 CU. FL AL
BOX
I I ADJUSTABLE TRAFFIC RATED '�Sg lyG1 Z
5. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 12° SECTION A -A * SCRAPE THE BOTTOM OF THE TRENCH. REMOVE ALL FOR ALL BENDS FOR TEE OR WYE ITTIN GS
H68 STONE I II VALVE BDX W/ LID IONA], F' w
MDEN TRENCH TO i �x CV55 A-3 CONCRETE �' M Z
OF 3 FEET. NOT TO SCALE STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND _____ -
ACCOMMODATE /,. /A MW '+i.�;S MEGA -LUG 6" GATE N W
CONCRETE ENCASEMENT THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF 'x':'� hNCHOR IF I ±'; '. 42^MIN VALVE ?
SALT 68 STONE. REWIRED. ,III T7�
TREATED 4�5•
2 x 4 mn BEDDING A$ M av A.,*. nY °'s t'. I,
�,' l: � A' X 6" Z FINISHED GROUND MARKER LENGTH (VARIES) REQUIRED D' ;*. "' °° ✓+' •ls TEE < J
FOUNDATION IN POOR SOIL UNDER -CUT CONDITION d' B° 25DD P.S.I. CONCRETE MATCH EXISTING PROILIEF
O
EXCEPT WHERE SLOPT x * s= MIN BASE AND THRUST :' (�•+. I' U
BANK EXCEEDS 1 TO 1 MAX. PLUG 8" ELEVATION BLOCK AGAINST Y "+" + RRR ___
�\ A qq UNDISTURBED EA UNDISTURBED STABLE •r r/ M.J. GATE VALVE O
�/ MIN 611 SOIL STEEL PILE
1 / t a 1 INITIAL BACKFlLL T T TEN ----- N
UNSTABLE g" g• 4 I MIN WIDTH NIN W"riEN THE SOIL IS DISTURBED OR WHEN RESTRAINED JOINT FITTINGS
SOIL _ MI MIN. g• 6 SECTION 1-1 SECTION 2-2 A HYDRANT IS LOCATED IN A FILL, IN ADDITION o
MIN MIN 70 POURING CONCRETE, A STEEL PILE SHALL Ln o
PLUG END OF -.-- :.`,•.a \"• > :GRANULAR FILL AS �%68 STONE I � BE USED AS ADDITIONAL SUPPORT.
MAIN LINE SERVICE LATERAL -3.0' MN. =-.aT :��,?;' -;, 1„✓,I PIPE DEGREE BEND DIMENSIONS VOL. TEE AND PLUGS VOL. Z w y SECTION APPROVED BY ACSA ✓-, ;.,
� \ SIZE OF (FEET) CU.YD. ( CU.YD. - --- WATER LINE W
45'00" STA L I CI STABLE SOIL OR ROCK' BEND L H T L H T ,� Z
90 2.50 2.50 3.61 0.24 NOTE : )r� O OU w 0
4° & 6" 200 22S 260 0.10 ZOO 2.25 2.50 0.15 I � i U U, �
.;ti'. -};.. ••',': "'i^'i/• NOTE 72 1/2 1.50 200 2.52 0.10 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. 2500 P.S.I. LA In
ii 1/4 1.50 200 250 0.10 2. MAINTAIN A 3 1/2' MIN. COVER FROM THE MAIN TO THE FIRE HYDRANT CONCRETE .A, Z O
UNDISTURBED 1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. SECTION ) THRUST BLOCK - A 2'x 2' BEARING AREA Z Z O
90 3.66 3.16 3.21 0.48 ( INCLUDING DITCHES Z Z Z Z U D+
MATERIAL I--r- A 2. NO ROCKS LARGER THAN 8" IN ANY DIMENSION SHALL BE ALLOWED 8" 45 2.66 266 2.77 0.26 3.16 291 2.86 0.32 NOTE: 3. FlNISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND - ' a a, Z W LU Z m
ABOVE THE INITIAL BACKFlLL. zz 1/2 t.es 21g 26s D.t3 VALVE BOX. �•J Na:O g z
11 1/4 1.66 216 2.67 0.13 1. ALL RODS AND FASTENERS SHAU. BE GIVEN TWO COATS OF ASPHALTIC PAINT AFTER ASSEMBLY. 4, THE GATE VALVE IS ALLOWED IN SHOULDER OR BEHIND THE DITCH. . a a . d . ` p. O
IT IS NOT ALLOWED IN THE DITCH. 4 U U W O y
IN LINE WYE-TEE NATION 3. NO INITIAL BACKFlLL SHALL E PLACED AND COMPACTED IN 8" LIFTS, 90 4.83 3.83 3.42 0.83 z. CONTRACTOR SHALL ENSURE THAT THE COLLAR Bests AGAINST UNDISTURBED SOIL FOR THE MINIMUM 5. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP a yF
PLAN 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED f0" & 12" 45 3.33 3.58 2.95 0.43 3.83 4.00 2.&3 0.52 ONENSION SHOWN. HOLES ARE ABOVE THE PREVAIUNG GROUNDWATER ELEVATION. IF O Of E Na: Q cc Z U s
NOTES: 1. WHERE LESS THAN 3' OF COVER IS AVAILABLE BELOW STREAMBED, CONCRETE ENCASEMENT 22 1/2 2.33 2.58 2.86 0.24 REWIRED TO BE W WET AREAS, THE WEEP HOLES SHALL BE U LE1 (n (n z W
WILL BE REQUIRED. IN THE TRENCH. 11 1/4 1.83 233 2.84 0.18 3. DIMENSIONS SHOWN BEYOND THE TRENCH WIDTH ARE ABSOLUTE MINIMUM IF THE TRENCH WIDTH IS RWGGID AND THE HYDRANT SHALL BE PUMPED DRY. W cc Ln Ln W O CC
L4RGER DURING CONSTRUCTION, THE COLLAR DIMENSIONS SHALL INCREASE ACCMDINGLY.
VA 2. WHEN BEDROCK Is ENCOUNTERED AND COVER AND
TO OR EXCEEDS 3O THE TRENCH SHALL 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES. 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANCES DIRECTION, CHANGES NOTE : IN ROADIE AREAS, VALVE BOXES SHALL EXTEND SIX (6) INCHES ABOVE GRADE. LA Lu � < < W U Q o
BE BACKFILLFD Wlhl COMPACTED 21A STONE AND TOPPED WTH 16" OF VDOT CLASS 1 RIPRAP. v'
LY SIZE, DEAD ENDS AND AT VALVES. Z . 1 UJ W _3 J w s
SEWER 2. USE 25OG P.S.I. CONCRETE O F _3 m o
SEWER SERVICE LATERAL CONNECTION TYPICAL STREAM CROSSING DUCTILE IRON WATER 3 NO CONCRETE SHALL BE POURED ON ANY PART W THE JOINT. CROSS ANCHOR RESTRAINTS FOR VALVES I� o-
4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE IS SIZE OF TYPICAL FIRE HYDRANT ASSEMBLY DETAIL TYPICAL LATE VALVE `` W) z y
PIPE INSTALLATION & BEDDING ALL THRUST BLOCKS. TUTS N.T.S, NITS / > � O LU C o
N.rs, "'T'S CONCRETE THRUST BLOCKS PT9. W-3C FIG. W-4 W UJ > > o GO UJ
FIG. S-2 FIG. 5-7 NTS
FlG. W-5 W III
J u
TUTS n_ IY Of Q `
TD-33 TD-38 FIG. W-2 FIG. W-3 ro-6 W ID! w
TD-2 TD-3 TD-8 TD-9 0 UJ � c
W 0 w
1• COMPRESSION L 31e MAIE ME COIIPUW Ln W
OR APPROVED EOUA_ - Ln
FRAME & COVER >
(SEE FIG. S-I-TINE) r�U Cc w -o
Q J c
VARIES VALVE BOX J o
ca+PXw 4" DIAMETER BRANCH STREET SURFACE OR z
FOR USE ON ATTkOED SINGLE FAKlY REMAINING BACKFlLL SHALL AND VALVE NON -PAVED AREA
c
RBEB9DSUNCAALNS� NNE OR OVAL RESIDENTIAL NOT CONTAIN ROCK MATERIAL COVER LIFT NOTCH
,•Mm-TFi 36"MIN LARGER THAN 5" IN ANY 141/2" SLOPED AREA
DIMENSION 12 31e M.J. PLUG in a
24"MI 12 1/2' VARIES
B"MIN INTIAL BACKFlLL* 1'-0" MAX 3000 PSI CONC. BASE `o
NOTE: EMBEDMENT (6" LIFTS)
MOSNEAM mWas R• • THOROUGHLY COMPACTED WA R BENCH SLOPED TO FLOW `
j\ O CHANNEL 1/4" : 1' MIN BY NANO OR APPROVED O
SPRING LINE O MECHANICAL TAMPER �N.. RUBBER COATED STEEL d 0
DUAL sElmcE OF PIPE HAUNCHING WATER MAIN RESTRAINED JOINT FITTINGS 3'-0" MIN 0
CAST IRON LID STEPS CAST IN PLACE e, _ ',
,• COMPRESSIQ4 N ]/{' MATE PPF COUPLING N0. 68 STONE - - l - � o 0 0 0 0 0
DR nPPRam EQUAL BEDDING 6" max 18" METER BOX
1• SOFT
11" PRECAST REINFORCED
saT COPPED 4" min _ -'-M-- / �-1• Y ry ry ry ( -a
ON-LINE CONCRETE SECTONS 12 MIN \ 1 BRANCH LU ^' o ry o 0 0
OUNDATION SHALL BE ( „ „) O" RING SEALS • 16" MAX 12" f- F N N N N N N
( _ MINIMUM ELEVATION / 1 p m r-' m tO O0
cl OI REQUIRED WHEN SOIL TYPE B a \ \
FOR USE ON OErpdm axaE PN11Lr CONDITIONS ARE UNSTABLE _ -
Rf3pfN1ML SEANCE W1EAE AN IRRkMTON •.• \ \
NFTER Is Nor PANAID ALL PIPE) DIFFERENCE ACROSS M.H. 5" 4'-0" / j rn M `\
Xi FROM INLET TO OUTLET -' " Fn In 00 0
Noa SINGLE SERVICE hry\1 N`)ry VARIES SHALL BE 0.20 FEEL VARIES 4- /
0 si.00lEs dpu eF uan ON PNC PIPE. ,� R' THREADED COUPLING DEPTH OF FLOW CONCRETE _ 2" C
T-ensr Kd lB 18" 1PVC SLEEVE `o CAPBRACHANNEL NIPPLE AND PVC CHANNEL TO BE FILLETS --
{ a
3/4 DIAMETER OF .�
NOTE j LUBRICATE ALL THREADS CONTRIBUTING T �"•=--
FTxmID GRADE - 6" EXTENSION THRUST BLOCK Ia SEWER. T .• • .• 12"
1. OPEN CUTS IN PAVED AREAS .WITHIN21A EXISTING VDOT RIGHT-OF-WAY SHALL BE 1'" " METER BOX (SEE FIG. W-7) :�a': NOTE:
rp-If L9
BACKFILLED ENTIRELY WITH N0. 21A STONE. LOCNMNa A FILLETED INVERT OR A SMOG
VAi eam 2. FOR DUCTILE IRON PIPE THE BOTTOM OF THE TRENCH SHALL BE SCRAPED �/ !' VALVE 0 TRANSITION OF FLOW BETWEEN FLEXIBLE CONNECTION z
U �/ tt NO. 57 STONE INLET & OUTLET PIPE SHALL BE WITH STAINLESS STEEL ALL CONNECTIONS TO u,
-"DDu AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF INC. 68 PIPE SLOT PROVIDED. MIN. 6" BEDDING BAND EXISTING MANHOLES SHALL v>
00PP°'gT'"" STONE SHALL BE PROVIDED' (2 PLACES) M.J. FITTING
1/`�"ID C011^'X6� 3.WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" 2" PIPE SLOPED NOTE W/ NO. 88 STONE BE CORED AND
A F EXIBLE (c o
'S,-
BEDDING OF NO. 68 STONE TO DRAIN IF
NflEF
nz,• ° GRADE ALLOWS 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL DI INSTALLED
2" BRASS PIPE SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. M
"kk4Vl i,R VARIES VARIES O 3
CtliPa1AT0N 91CP ? V' -EX AS
P' N'�*�' '`.•-�c•N` ; N°��""Y NOTES: 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE � 0
FM OR DUV UNDER J.,} 'N :. W J 73
N
mx nro ar1ER (x-Ixcn a,- IN A N• aNeBn mAw APE, Ir (1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. WATER MAIN AND VALVE 2" THREADED TAP EXTENDED OR NON -EXTENDED BASES. N ` O
WMNWI PIrnI�ss1 g uY ^ti4 „*n � E PO A h 3. ALL JOINTS, LIFT HOLES, INLETS, OUTLETS TO BE SEALED &GROUTED r
WINTYPICAL SEWER PIPE ARE SAME SIZE PLUG INSIDE AND OUT. TYPICAL MANHOLE PLAN
1 ~� a
INSTALLATION IN TRENCH DEAD END TYPICAL MANHOLE SECTION SHOWING BRANCH TIE - IN (V J o
TYPICAL SERVICE LATERAL INSTALLATION TYPICAL METER BOXES (TYPE "A") SHOWING BRANCH TIE-IN o i--I
(5/8" & 1" METERS) NITS C)
NTS (5/8"-1" METERS)
NTS FIG. S-3 TYPICAL BLOW -OFF ASSEMBLY N.T.s INNINNININ
FIG, W-6A NIS FIG. S-I-A FIG. S-I-B N
TD-34 FIG. W-7 NTS
TD-10 FIG. W-8 �_25 0
TD-13 TD-27 W
TD-19
.i - m' 1 FSL-R CO-R ". y
Ni FAVEMEM r0P M M PA LMI9 F' 'r"'ON't F UYl4 a PAY FM -�
u ` WON WON I PANY:']R TV Or N 'L PrtIGi Art W ® C
id EtWV BBB E }(E a FLL O
TIED mMNYaE Fwvm. NEERPMI sIULL a axrElEo Lmnm Lc+a rxo dmm // / ..- m101A*qN ,LnERon,,,I + L.mmw+- s,wuuR 19c ON 1' (2/5mm) DIA HOLES
z _j
• 1. SI,°I°RE^ a°rE»aIIE a+nl+gE s+rmc D^ PAv xr � ED¢ Dr PAwaNr BOLT CIFIGLE (B34mm) Dw 2' S1mIM LETTERS
J
tovmn a A EDP, COMBINATION UNDERDRAN CD -I AT LOWER END OF CUTS [ ON 32 3 C ) o
jaSHIP% To TEx P °"" CENTER LINE SECTION 1uvEE s.Ns yz•, / I. a0• TIy,Wy LANs (RECESSED FLUSH)\\ O
..P P vEw+r LMm 1m +KLEC1 WrtwN, COMBINATION UIDERORNN CO-2 ON FILLS N �_ Ili /
!/ ul
NNIS To NATERIE , �� - - CENTER LIE SECTION I ( i" E
OF ME ounEr wE �� _ / ANTIN TYPE I a. N. 0N.1 t+ m¢ m vAveolr � C25mm] � �_
PAv WR tm yKUdq UXE I I I 0
a - a PPE RBDR+DE .; TRENCH PLACEMENT ^ LPL
SEE IBTE I N WPR. Pd GIm WE IL£ I N,L£r LSE PV[ 8
' I z-r a-°• - r vAYELVIr wFAa • NONE Eunv TRENCH PLACEMENT M�.Iy a 2 CLOSED
arRs x21Nq N A00 E"IE onE. Na PIFE ra ai rtL '� r \V + PICKHOIFS _N
Av
- vx"ne WADATKN REaumexT. NNREWTE an URB PAID GUTT " " " " Pic Rr t
I I IF91-E a PAVED aw,xaB aAss NE,LP Ne $s~ sLeNrsE / nrecAu �-PAVFAExr NBfAtE L eNE / LeMs a PAr rP SP i I--� o
P.". SELECT WrPN rrrcxonv Pry-wRAff amET NIS 11/2• I- 0 J 3
is PAVED SHOULDER SECTION ER SECTION = NDPEDME, Pe MCwED.11 DA aBEIEO o.e- 0-0.6-". FSEIEo WArm,L rresxONv
-- dAss LAETPa •P DroONATo" aaxaNAn - " " PLAN VIEW SHOWING PLACEMENT OF I38mm] LLI
PlN1 VIEW Lv +c�acM Le +EWE. aR C. CD-2 UIDERORNN � o / C
+.I y. IaoranE DRNAa fASRc (PLACEMENT OF CD-1 COMBINATION UNDERDRAN) S--a.P1•FIIW ae ONIDATId REaammns. e 1 Q
��. y �BveWrx m xvmr OR tw' NON -PERFORATED OUTLET PIPE N
LL
�-� SECTION A -A OR aNeExD srmwTx 7 _�( U
` („7�.i
PAVLLEYT SaFAU • B� ttF£ a FTE - sm x 73
r 9A6.4 W COV,T 51-M. 5°BBAY SYDOm MML P!8 .p3 0.161 'r1 O 0 O T O
RPEAR'""KMETKBa'"w"MNx METHOD OF TREATMENT IN DROP INLETS m a ` `--sETEm Wrwv ,rrta P s,mMB +PAvexElr sL•PAa • Wx SIGBm xML FE zb PR KKK Tb Fa MKK 5 z r S. y �� T /1
dINESEND. alesrc Tc ELaow. PI r;°.•.'. e.a p-o. e.". WENENi°N IN SIASOJOU V T
ME
uE EwcaKTEEa B pFE E FEFTONATm ELaoW PEF "P S°NDiNTm N • r� �" • - - i-slaux d a+xMr sr+s+vn 9usassE m -1 rn E W (2) CORED LL.� 0
LAVE-TEss WNNE`rxK eT ADPEN,F, PB •DDEaATT P CwMxeo ,,.d "�" a. P P-A f aAmi wrd+L mevP SIBPAa - m PICKBARS
Dif% LF y,V6 yE[1WD Xw PpAixN, ,gOwmplS. Ns III i A La aT+i A 0
mce+mE r .AwARi (ENERAL NOTE$ K NA.L 1l a . - xaEs N
oREcnd TNrvd wli'Bn rrmc My w;wKDUE •B AEWEEI OR CRUSI KNKTEmm •DCOwRc TO BP DaNR AT bs DEPSEcrE1L .Tn 1 1/8° (29mm) DM BOSS L .n
\ wglEx a°w a4VxM€ F.'9M. L LKE99 MCFtIIIV wbCA LOIMMAM1K VCFNpIM, WILL MT a I>, ram, Y.q3 IQTINa Ee DAMEN d Nm.KOdrf. ,.J
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NOTES: \ DILATED AT 114 Pan Mo+'ro8om wPAv W e,sP.EE +DE m+B,aEn. aNIBc GENERAL NOTES Y '
TN,,a 1. N NET MEaI•v x /GLtlBAKTE MTx \\ MM FETLENATm L #WI 9WLL a F ED AITH MOMaR M T,MDLgLY HI I"RD r0 `p O O
TIES pUML!/ q i0 IPRY rp {,p5[ SrRIICIIWS 5q'Ly� 9Ldf M OMM OJ1LEr N£ TPICYi / 1 1/2° C
d PW3 m wMIE NVWr Ci RPF 6 .WYE NVFPr Cf 11 TO KYGr Cf •xIIIM O(M°+<rIES. 1. }IEN]I 91AL Bf TILLED M,X .•LMEOA2 AND 1NidgILY TUMID TMPED T° 2i 9 DL4
OTRucvE. amn PPF A9• mow raPE caMADmEss. [38mm]
5. I. PPE sxML eECx M ra ma a TIE TRAVEL UNI ONO.. ME 699mm caxATE NON -PERFORATED OUTLET PIPE UW a SAAK d A a+a vNMLu r° IrE alweu vac R z Yx. u z z..r s L zDm AT rIw E°Ds Ir TIK ruYn IZIc PAwBIrt Mo [ ] >
IN M AN NET R i° E iCINIm DA Ca611NLim 5• ATE DFBRMLF, qI{E. MPROACX 4N PAVEIEM UMN U Ra®. A QMK I.I. r° THE 9MAEEa .1a: III ALIT 1T I 7' W O
N AceaB."a MIN MM1LDANE sr"B+ro ON sPEaa uENrwc. / 'cDMEellan "y A� aSRIME, P+aE 1 I L 26 1/4' DIA 1178mm] L� E THE KrWr avPw B mNm NIEd E ro CPSBT a A / B PAY Wry aneaMo sr,Ewrx P. d dM rM darn a s 1ML ADS rt E LPa . ro o11. N..1. awB I [667mm] � 1 1 2• �_ o Pa1r,BE M. CLVICRETT YN caFaRWK i0 e1Ass Ai ON I sN OUTLET rmE a PPE _ NrLns rae IMorwNrs. rai Ma ro a LoeArm s° iLs D a,w wro amr mE E s. d aEe AIo drtm nerarex, wlE+v rr K srossE To mImMSE PxovoE 26" DV, /
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18 i0 H aYf}ER Mtl Ca51fi a E EUD BMM4N URaAD I /I • _ T.V' WTI. Rai WITH d- (ro [66DTm] L3gmm] -0
KCXM CWCPLIE d EMPiX Ca1CrETE dM7G M 9BF/CE FlffiW 9KDIx NML PK 161 ' D. W b'-D KETB ai WNBIE9.
SIMLL i 4kFT PIW1X 9( LSMTi a ,I"Y IIWNELYB. NaE 1. S d SYRRLEVLIED SEC1p1� rIENd 6 ID K LKEA d11R PAYEaEA AREA I mAR BASF "INN. TYFC I C
a ilE CONIY /da60AlE SN41 ImWX FxPOSFD. E* M SVJGTN w+LL R' M P51 aNN lD KI MMx 'Am dTIR PPE d LM ffa dLr. IED'-0 93E ND.]B Ib-LN. aAL I. ON EMI .. YCTON r.FM]I 6 T° a UNDER fMKE PA'IDENT AREA ^ i/4' Cgmm) DA 3 1/6• � O
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oerNs aF PAMrt dMKo a a"wx a+EON vTE vON E MILE - a NEED EUYWTIRD A, NEDUA , O AN OE OT ,x S a A L„wuY a T o- ARPE -1 P /�
FLI"o9ES ON. Ersx YMPELE d aNP aEET x ro a SIVPEn -- • NYcxr ELEVATION a ISOEYLB oRNPMa and m sMBve a. MEwT ELEVATION M AEEEE Fes a amn ,PE ro a A wuK a ea' BPE C61)6mm] L.R.+ c `)
Pav"uELr TD I.m TN P.I. Her uG amrr OUTLET PIPE E nvFm E,EVArrox a IEmYmD PNENa arB OR arMETaE.
mIFCBMIDx .vo FLOW LZEn ff
SECTION B-B NO sC+E K r/ML IMCMER wn - .xxEs y dMC1oM mMn. N c I N,. PAr LNrs ra Nnlr PPE AK TO O _ O Z
KKK SITED AccovoMD TO Asn oa.o A, sz W,:EcnDV BE NI TK sME uuaP,K arrl{Dwi AR T'E DUNET Pre. PLACEMENT OF CO-2 UNDERDRAN AT a u rneECTErIa ¢WWs, wrEs ne.D MMI PA INIE Pan ouREr PPE ME TD /
PLAN a Dlmet P.e to a aoKnr ca•Ec1m 1D EN -ad orxm ONxx+a BRIDGE APPROACH SLABS a a• TIE sRB wWWE _y DKINN a TIE aN`m FEE. i\i-I --••-- 2B[7-nr m] M [1 g/mm] [Z5, DIA. W
sINLc1IME. T. awar ,RE ro a a:aP¢r N,rEmm ro eW-aP OTTER PMVNa I
METHOD OF TREATMENT IN MANHOLES sTRNTME.
\ypQr aP;DFIc�m 1PEPEA W ATXB 3e DW 25" DIA Z
STANDARD METHOD OF SHAPING AR ROM ME BRODE S,ANDMEs STANDARD PAVEMENT EDGEDRAIN RJR STANDARD COMBINATION UNDERDRAIN "e aaE '6�' Ia STANDARD COMBINATION UNDERDRNN [91�+N1 635mrD w z
WM Ab 9i0a 8i+M0MOB 14P [ ] W
MANHOLE &INLET INVERTS aEEr I D : RE lsw DATE EY . Dr (AT LOWER END OF CUTS) D R 0ffi (AT GRADE SAGS AND BRIDGE APPROACHES) O.D. of GASKET cRoovE W
,rEeT , a T IEnwx °ATE Pt sa FRAME SECTION SECTION LJ_
STIR Nba VNWRA OEPMRMM a TN.TANON >a MB y N. DEAMTIEM OF 1RM@atIATNX NW AI YTNA DEPMDdT a I.Sisals, BHP vxaaA owuO,Exr a Pra�Dnurxx smb � � N
ACSA GENERAL WATER & SEWER CONDITIONS (JUNE 27, 2019) :-t ^^ No PROJECTION OF PIPE ABOVE GROUND LINE U) o
1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA Ib8;;w mNADD UNCB NS T. aF•L rP a LA< 1P a DUL L °" ° z�enm�W �, ] o
NO. 6 GALVANIZED STEEL STEP mnM MrLwm Br TNEIN E , .A.. I I�
OFFICIALS AT THE START OF THE WORK. Tmx Y.wxr.c,MELf I� 44-Sj I77eia,17 F "o
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 � Lu
r +D
FOR THE PURPOSE OF IMAGERY COLLECTION. �°^ °° AR'" "°° " "`"
TYPICAL SECTION " o w1Tm^D LOON'" 1 Q O
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. aM a
YK
IN. VM°
THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. E M +Ea x a KDDM YMD D aaw< LTzzmm7 [1Bmm] Q � m
4. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA. , "a WTI 1° �r FOUNDATION SOFT. YIELDING, OR a o Ia°«°"a ^- [6eomm 1 1/2' CD
v NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSMTABLE MATERIAL FRAME SECTION " DEND [asmm] O `� x
5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. PIPE PROJECTION ABOVE GROUND LINE m
r (a'-) IEIreAa
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). N 1.wm® Pump T{ CD m
It. ,KLu.° Mn.Ts .O
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 �Nua7 a "D b�°avu11'w7° a" N` L' "' PN 1 ARy i>om�m [i�mm7�0 N w y
FIRE HYDRANT LINES, SERVICE LATERALS AND WATER LINES, ETC. • $ :u. "°"°° " "" NINE Ml' S 2 ' 3[fi7mm] ' [578m/m] o
�/f # wWM sIO 9P+ttp rb K M-CC, 16Arwm A
S. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. aK ME. MK r Fo OAS MEx a ": ',[ - = - A 11/18' 1 Vs. [835mm] N
[dl°Sixm '^""', 1,E rAa a' 1� N' i :>k b'• CRaPB . -, ' CmIPE = C3smm] a 16• 0.0. W CKT GREEA E
9. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. W " I MF q �N A.NN.oNYPLY EPARED = a:a :;N _ _E _ [1Tma (1amm7 sBD IDNVILw /MEENI. E q, u
D
GVN 9otr NEOPR E CASKET
PTYmP�IGN�SECT ,DIE , rEPs Wr nr K rum (MTx t oDI DIAL aS RSR 1/is x 5/8 x 1 1/i 3
10- TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. MI ,R RSRD, pNLWw*El`mE 1E �» xN.Ya o ; u; L1 R ®R P RA ms„D a E
. wN•I or S-a6mwrt NVA!IY M"M pas'R �g'D'BaAVRDJD"'m l,iF", T Alw. i.a D 1 O • ,KiLrL°tl1"'MM 'd1 501 Mx NL ' Eiw. - �� W (F`Ia®d,Ra [5�T� - '1 1 �a m /v'.)RTM Dme1Y5Y-TIC] in $ y , F 0
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 � �H LKE i5 MMN IEma eF Nw Ma ur; ARrx ] II
SAFE DRINKING WATER ACT). :Pa S M 5x NFYP:'CONfMTN OREF°A0°w�"x r( F ML°e[m NORMAL EARTH FOUNDATION FOUNDATION SOFT, YIELDING, OR /0 (zAmm) Ou B� [6^xN [1 /z° .53 DA. SON! s m ROD P x DDSs CIS 10 00 $ L� o
a DAN srv3 ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL PLAN VIEW O LU of
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 w S p N Mm NNE E PRD TO, Mm EP MANIMAw a mMq caD a M N PICKBA88LOC QUG HO EDE AIL _
yUFAw sval AT dr NET D NO TaaaNMATDo NNTANT a�°i'EMir ws a 1R ww /No K"a ®oeMroEx, NOTES: y xur w s/B-t, nu xrW ,1 (n o
a1 PAID 91wMEi 9PEfFRA[ia6. ftli DEIEAM M1E9 d PGC BrdM.. NETm PN(rA O%BIRBP U
COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION •awMN 9rEPs aDONNI <A D IN DDwNKE Mm C"L11. . � U, 1. DIRE NO, ill. SEw"En° r NUM E" L ALTENwuv DE9W FUM WWAR ATERTIGHT DOWNSWmLLBE CONSIDE m �6ALT TO FLOODING SHALL HAW Wp B aT ARE A COVER p� �Dal�S, n a o
ra".r PRZLAAOX aNUL SO I aI v JOB NO. to
SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. ' « .Faxm am Ewm "nM.,N, "50"L•V ND'."m NSTP 1. I.TaB. �, & o ;K oo a d r °'' °' 1 NV AS SXALL BE FIXED o RAMES WITH DCANG WG OR MUM ASSEMBLY. l �� J�^
o m E.. " p M m DDA MD E rae xo ,D rEaRM P R S E aBf T MONI w+PM a"YED a DKaMM TD N TYPICAL WATERTIGHT �� a:�s, 1 1 1 Ei
YEfIFigX rCC{O,NA I Y KEOnOMQ M,x YE,xW Pm 6 M W/O S,EQEATp6 9II IFDWYF"IZ LW aL1",EN xLLY
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 n"a e ° L. LOCK LUG ASSEMBLY
STEP IE;MN� I. MANHOLE FRAME a
COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. "" ""°� EA'"'" TS FIGS LE SCALE
PEPIurd
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 " `° "" STANDARD STEP NDAR Mx MENBs KIND MO ARDWD INSTALL. OF PIPE CULVERTS AND STORM SEWERS E TD-32 N/A
WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. ..M®AR FY a R gTBE N as DAE 9EN6 1 srgTQI • a,,Wm CIRC. PIPE BEDDING aAND BACK�FIL -METHOD "A" o
SHEET NO.
15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. 10 t
k
T
STA.
73
PROPOSED 8" 45`
MARSAC STREET W.
PROPOS
SI
575
575
NOTE: SEE
WATERLINE
CONNECTION
NOTES
DPOSED
GRADE
(TYP.
ON SHEET 6.
570
570
XISTING GRADE
(TYP.)
BEND TO
=��
315
FILL(TYPLj�
MIN.
kTERLINE
565
565
1.8'
ED 8" SANITARY
:WER CROSSING
CULVERT
56o
PROPOSED FIRE HYDRANT
560
ASSEMBLY WITH 8"x6" TEE
13
PROPOSED 8" 22.5 BEND
TIE -INTO E:
PROPOSED
8" CL. 52 DI WATERLINE
lz" CIP WAT
ROPOSED
NOTE: WATER MAIN CROSSING BENEATH
SEE WATER
555
CULVERT SHALL BE INSULATED
NOTES ON!
Ln
Or 0)
00 N
N O
Ln
of �
Ln
0)
Ln
Lo
Ln
n
Ln
13+50 14+00 14+50 15+00
FISTING RWSA
ERLINE w/
12"x8" T.S.&V.
-INE CONNECTION
iHEET 6.
WOODBURN RD WATERLINE CONNECTION
570
PVI STA:16+o9.5o
PVI ELEV: 561.6o
PVI STA: 11+49.00
PVI ELEV: 558.58
K: 13.28
LVC: 75.00
°
62 0�
ri °
00
Lu N
m >
Lu
OR
Lin
Lj
w
I1'i
PROPOSED VDOTSTD.
S
ED
8" GUG
.E
PROPOSED FIRE HYDRANT
550 ASSEMBLY WITH 8"x6" TEE
PROPOSED 8" SANITARY
SEWER CROSSING
PROPOSED 8"x8" TEE
545 & (2) - 8" G.V.
540
535
530
PVI TA:14+64-74
j74 PVI ELEV: 54334
PVI STA:33+�II� K: 2.50
PVI ELEV: 545-44 VC: 10.00
K: 26.og LOW P T. STA:14+64
LVC:137.5o LOW F T ELEV: 541.:
rn
I
a
o a
si
oo
m
. a_..,
N�
+
+ Ln
�}�
d
'+
U
`'
U H LL It
N W +I
V
V
m
v
w Ln >
Ln > N
Lii
>
m
>
w
> m.
> w L%1
>
m
w
m
PVI STA;14+34,74
Co
PVI ELEV: 54334
K: 2.50
GRADE
(TYP.)
LVC: io.00
rROPOSED
OW PT. STA: 1G+34-74
154339
STD. CD-i
LOW PT ELEV:
a
PROPOSED
VDOT
N s mm
a �..
N L'u N w
/
> m > W
m w
8" CL, 52 DI WATERLINE-/
12A
/, -2.00% 1000h
VAIN.
PROPOSED VDOT PROPOSED VDOT
STD. CD-2
STD. CD-2
2.00% -2.00%
7 r
Y
Ln � 5 2'
Li
PROPOSED
FIRE HYDRANT
WITH 8"x6"TEE
w
w
o
PROPOSED
8"x8"CROSS & (4) - 8" G.V.
o w
Ln
N
Ng
F w
n Ln
LD
N
O
.t
O
00
tD
�
Ln
lL1
Ln
9+75 10+00
10+50 11+00
11+50
12+00
PROPOSED FIRE HYDRANT
ASSEMBLY WITH 8"x6" TEE
LV
:loo.00
o
N
o 0
n
(n
n o
Ln
00
Ln tp
565
H w
565
>>
m
V
p00h
PROPOSED
PVI STA:131+8
.00
m
/
Lu
z.
"x8" TEE &
PVI ELEV: 546
6z
/
(2)- 8" G.V.
K: 26.35
56o
VC: 135.0
56o
w
�
0
I06
Lu
0)
a
ci
ij
17
N
Li.i
Ln
LLI
Lij
U
VI STA: 11+77.
o
v
>
0°
❑
Ln
>
Lu
/
PROPOSED
8" CL. 52 DI
WATERLINE
555
PVI ELEV: 5zz.
1
>
3
>
L"
°)
555
K: 26.o6
LVC: 253.00
PROPOSED
VDOT STD. CD-1
PROPOSED
FIRE
HYDRANT
Lu
z
1'2 ASSEMBLY
WITH
8"x6" TEE
m
O
o, m
a
o
55�
�,
o+
N
Ln
Lu
v
w
/
3.5' MIN.
34 A
v
a
55 0
m
w
z `
/
PROPOSED
VDOT
STD. CD-i
>
m
Lu
Lo
+
z
o
545
-
N
F
�
w
545
[-/4�
_
EXISTING
GRADE (TYP.)_
1.3'
z
I
3oA
Lo
,^
540
540
PROPOSED
8"x8" CROSS
& (4)
- 8" G.V.
Lu
� 3
535
>
/
PROPOSED
8"x6" REDUCER
535
❑
L>c
g
PROPOSED
GRADE (TYP.)
Y
6
0'
Lu
co
'
53°
3
530
z
o
/'
PROPOSED
8" SANITARY
w
PROPOSED
VDOT STD.
CD-1
SEWER
CROSSING
Ln
5�5
ROPOSED
6" CL. 52 DI WATERLINE
5�5
E-IN TO
EXISTING
o
BERKMAR
DRIVE
0
+
°,
1+88, ELEV=518.83
14'
d
520
Ln
yq
520
FILL
(TYP.)'
PROPOSED
6" go" BEND
TO
SED VDOT
STD. CD-1
\
FIRE HYDRANT
ASSEMBLY
E M P I
R E STR
ET
515
41
515
520
510
O
n 00
O
n N
O
3 M
Ln
n N
01
N
M
H ri
n
N N
O
M 't
't LD
M
Cl) 0)
O
0) Ln
M
°D N
ID
O O
LD
M N
'+ V1
•i
Ol
LO
lJ al
H
N
N
n'1 M
M
ri Ln
.t
�y LD
S
^ 00
S
N 0)
't
ri N
L(1
M
L(1
S 00
Ln
^ N
1p
0 't
lD
N Ln
lD10
n'1 lD
1p
Ln
Ln Ln
Ln `^
N
Ln `^
N
Ln Ln
N
Ln Ln
M
Ln 'n
M
Ln '^
S
Ln Ln
't
Ln �'
Ln
Ln �'
Ln
Ln v'
Ln
Ln
lD
LD
10+00 to+5o 11+00 11+5o 12+00 12+50 13+00 13+50 14+00 14+50 15+00 15+50 16+oo
17+00 17+So
575
565
PVI STA: 16+07.24
PVI ELEV: 546.ig
K: 26.00
LVC: 208.00
56o
N
V1
XISTING
GRADE (TYP.)
w
-
V
V
w
w�
555
SCOTT/R. Cb-LLINS'Z
Lic. No. 0357911b
08/31/20�
55° L
c
Ln Ln
FUTURE ROAD GRADE z z F
0 < O O
W Lu
545 Z
END PROPOSED ROAD CONSTRUCTION AT a 0 u
STA.15+68 & TIE-IN TO EXISTING GRADE U m u Lai,
H w Ln ¢v
O J L
Z � w w <
PROPOSED TYPE A O ~
BLOW -OFF ASSEMBLY--54° \ can z ❑ Lu
❑
/ Lu >
D 8" CL. 52 DI WATERLINE uj ui L
L
PROPOSED 8" SANITARY
SEWER CROSSING
535
530
z
j Lu
� w
C)
y U
_ U
z
ZD
0
U
jw
J
i
w
Co
[ J
a
Lu
U)
iu
,
i
C1 N
Ol
m 00
Lam. M
OM
L!,
w
Ln
0
d
1
LD
00
01
O
+
M
�1
4
V1
�
L!1
n
V0
ri
Ln
Ln
Lu
a
N
CD
N
6N N
N
CD
N
N
C3
N
NCD
N
N
1+S
15+00
5+0
1+oo
6+50
7+00
❑
re)
ro
00
SWEDE STREET
M
N
L 1
M
00
PVI STA: 12+00.00
PVI ELEV: 566.i2
K: 12.26
0
LVC: 5o.o0
F VISIH:lo+l5.0o °o 00 °o No r
PVI ELEV: 558.74 ^ n ,` _ J
K: 2.So PVI S A; 11+lo.00 N ^ N
LVC:10.00 PVI EkEV: 56o.64 u i u PROPOSED GRADE (TYP) F
LOW PT. STA: io+i5.00 z8.1g U m w
570 LOW PT. LEV: 5S8.79 L : 11 .00 m > 570 N `
$ °o o m o PROPOSED VDOT STD. CD-1 100% r
n ^ FILL (TYP.)
O W' N 00-
+o +o n +^Ln + y PROPOSED SANITARY SEWER 1 J
v v 9, � _ " EXISTING GRADE (TYP.): SERVICE LATERAL CROSSINGLn NO
v> �> >Ln 565 > m w L.J Ln v .5' MI . 565
m w
mi PROPOSED8"x8"TEE w N ZD
& (2) - 8" G.V. o
/ 6.08/o PROPOSED 8" 45° BEND Q /')
1 2' 1.g' TO WOODBURN ROAD i 06 'Lu
560 -2.00% / WATERLINE CON ECTION 56o Z LLI J
_J 0
IL
PROPOSED VDOT STD. CD-2 o PROPOSED VDOT PROPOSED 8" SANITARY _j Q O
19 SEWER CROSSING
PROPOSED 8"x8" TEE / STD. CD-1 > O
& (z) - 8" G.V. 32 uj ,•/
555 555 L___ LL
55°
LuROPOSED
O �
00 v LuSERVICE
aM >
T��
STA. 1181 +- INTERSECTION W/ EMPIRE
8" CL. 52 DI WATERLINE
PROPOSED SANITARY SEWER
LATERAL CROSSINGS
STREET
55°
z
O
J
<
_
U
1
Q
z
LLJ
z
_
J
ILLI
Q
� V'
z
n(IR
O
It N
00 N
^
00 O
H O
00
6
O
00
N
6
'
`v°,
Lm `v°,
�, `v,
�, `0
Ln
ID
w, `v°,
Corm
LY
CZ
9+75 10+00
10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50
ul
(U)
O
MARSAC STREET
a0
Lu
z
L\U
O
I__
Lu
[e
VERTICAL GRAPHIC SCALE
5 0 2.5 5 10
( IN FEET )
1 inch = 5 ft.
HORIZONTAL GRAPHIC SCALE
0 25 50 100 200
J Q
Q
u C)
CN CN w
w
w
o
Lr
x
[1
(n
JOB NO.
( IN FEET )
1 inch - 50 ft.
11 182152
SCALE
111 = 50L
SHEET NO.
11
D30
NOTE: CONTRACTOR SHALL TEST DIG THE EXISTING RWSA 12" CIP
WATERLINE TO CONFIRM DEPTH PRIOR TO INSTALLING SANITARY
SEWER MAIN TO ENSURE ADEQUATE SEPARATION IS ACHIEVED.
MH-5
MH-6
STA:io+85.8o
RIM:524.00
INV IN. 511.37 FROM MH-7
INV OUT. 511.17TO MH-5 530
R I M:526.00
M H-7
INV IN. 510.78 FROM MH-6
STA:1i+63.66
INV OUT. 5io.58 TO MH-4
RIM:523-75
INV IN. 512.03 FROI
Jar;
INV OUT. 511.83 TC
EXISTING RWSA
WATERLINE CROSSING
12" CIP
\
o
520
MH-3
MH-4
PROPOSED
GRADE
(TYF
STA:S+gg-og
STA:8+17.93
NOTE:
CONTRACTOR
SHALL TEST
DIG
THE EXISTING
RWSA
3o"
DIP
NOTE: CONTRACTOR
SHALL
TEST DIG THE EXISTING
RWSA
12" CIP RIM:513.17
INV IN. 5o4.zo FROM MH-4
RIM:512.42
WATERLINE
TO CONFIRM
DEPTH
PRIOR
TO INSTALLING
SANITARY_"N
EXISTING
EXISTING
RWSi
WATERLINE TO
CONFIRM DEPTH
PRIOR TO INSTALLING
SANITARY
INV OUT. 504.0o TO MH-2
INV IN. 507.87 FROM MH-5
SEWER
MAIN TO
ENSURE ADEQUATE
SEPARATION
IS ACHIEVED.
W
_
515
SEWER MAIN
TO ENSURE ADEQUATE
SEPARATION
IS ACHIEVED.
INV OUT. 507.67 TO MH-3
1.5' MIN.
4
51O
8„
DIP
510
62.76 LF
Qa o.620
EXISTING
RWSA 12" CIP
g" DIP
WATERLINE
CROSSING
i97,y2LF
C 1.37%
8" DIP
7185 LF
o.62%
SOS
8„ S)LF
2i4.83
�PV6
EXISTING
GRADE (TYP.
1.7,
BORE & JACK
PER ACSA STANDARDS
45
LF OF 24"
STEEL CASING
PIPE (o.5o"
MIN WALL THICKNESS)
W/ 8"
RESTRAINED JOINT
D.I. CARRIER
PIPE.
500
/
500
495
495
EX MH-HRVSTMN-i-i
STA:o+oo.00
RIM:482.71
MH-z
6QJL solo
490
INV IN. 477.01 FROM MH-1
EX. INV OUT.
STA:2+16.99
R' 6�
S0
490
476.81
RIM:482.83
$
VF
INV IN. 478.62 FROM MH-3
31b
yo
MH-1
INV OUT. 478.42 TO MH-1
STA:o+69.12
RIM-48z'75
1.55
INV IN.477.62 FROM MH-2
INV OUT. 477.42 TO EX MH-HrvstMn-i-1
485
48o
O EXISTING 3.5'
MIN.
480
LSANITARYSEWER
OLE
8" SDR-26 PVC
8" SDR-26 PVC 143-87 LF @ o•56%
475
65.12 LF t?a o-630A
475
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7.
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9.
10
4+50 5+00 5+50 6+oo 6+5o 7+00 7+50 8+oo 8+5o 9+00
MH-7 - EX MH-HRVSTMN-i-i
ACSA GENERAL WATER & SEWER CONDITIONS
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.
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.
ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER
CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA.
DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY.
THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001).
ALL WATER AND SEWER PIPES SHALL HAVE A MINIMUM OF THREE & ONE-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.
ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES.
VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF
THE LINE.
TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.
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).
9+50 10+00 10+50 11+00 11+50
0 MH-8
1 MH-6
i3o" DIP
OSSING
NOTES:
1. ALL FILL TO BE PLACED AT 95%COMPACTION.
2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L.
3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND i.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE
SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE
FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR
CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE
SPECIFICATIONS, SECTION 302.03G.
VERTICAL GRAPHIC SCALE
( IN FEET )
1 inch = 5 ft..
HORIZONTAL GRAPHIC SCALE
500 25 50 100
( IN FEET )
I inch = 50 it.
200
k
SCOTT/R. Cb-LLINS'Z
Lic. No. 0357911b
08/31/20�
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182152
SCALE
1'1 _ 5Q1
12
S70
565
56o
555
M H-16
550 STA:o+71.84
RIM:544.00
INV IN. 531-45 FROM MH-17
INV OUT.531.z5TO MH-11
J r
M H-11
STA:o+oo.00
R I M:539. 00
INV IN. 526.45 FROM MH-16
INV IN. 526.45 FROM MH-12
INV OUT. 526.25 TO MH-io
540 � 4
DI
20SSING
535
530
EXISTING GRADE (TY
MH-z0
STA:4+72.47
R I M:56o. z5
INV IN. 549-53 FROM MH-21
INV OUT. 549-33 TO MH-ig
MH-ig
STA:3+79.01
RIM:559.67
INV IN. 548.7o FROM MH-20
INV OUT. 548.5o TO MH-18 /
MH-18
STA:2+86.34 /
RIM:555.13
INV IN. 547.2o FROM MH-19 P
INV OUT. 547-oo TO MH-17
PROPOSED 8" DI
MH-17 / WATERLINE CROSSING
STA:1+62.33
RIM:546.76
INV IN. 539.2o FROM MH-18
INV OUT. 539.00 TO MH-16
/ �5 �3 341 i
575
MH-24
MH-23
M H-22
STA:8+o5. z1
STA:9+29.53
MH-z1
STA:6+94.67
RIM:56g.67
RIM:571.17
STA:6+44.07
RIM:567.66
INV IN. 6z. FROM MH-z
5 45 4
INV OUT. 563.42 TO MH-23
RIM:567.39
INV IN. 561.2o FROM MH-23
INV OUT. 562.25 TO MH-22
570
INV IN. 559-37 FROM MH-22
INV OUT. 561.00 TO MH-22
INV OUT. 559.17TO MH-20
1
_
PROPOSED 8" DI
-
WATERLINE CROSSING
PROPOSED 8" DI
WATERLINE CROSSING111.8'
56S
8" SDR-26 PVC
1zo.3z LF @ 0.%0
8" SDR-z6 PVC 81560
106.55 LF @ 0.99%
ED GRADE (TYP.
8" SDR-26 PVC
46•59 LF @a 3.50%
555
16
550
NOTES:
1. ALL FILL TO BE PLACED AT 95%COMPACTION.
z. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L.
3. MINIMUM OF i' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND 1.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE
SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE
FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR
CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE
SPECIFICATIONS, SECTION 302.03G.
u
g"SDR-16PV
LF @ i-4710
L8"SDR-z6PVC
VERTICAL GRAPHIC SCALE
88.67
89.46
LF Qa 0.70%
545
s o Zs s 10
MH-24 - MH-11
( W FEET )
I inch = 5 fl.
541�
HORIZONTAL GRAPHIC, SCALE
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1. inch = 50. fL
570
525
r�
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67.84 LF Qa 7.08%
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INV IN. 512
INV OUT.
565
550
MH-8
STA:1+00.45
�RIM:533,00
INV IN. 519.78 FROM MH-9
535
INV OUT. 5i9.58TO MH-7
/ � I
MH-7 / \
STA:o+oo.00
RIM:5z3.75
03 FROM MH-8
;11.83 TO MH-6
525
520
5io
PROPOSED GRADE
8" SDR-26 PVC
137-45 LF @ 0.520A
MH-15
STA:8+19.32
MH-14
RIM:563.50
STA:7+09.65
INV OUT.
557-75 TO
MH-24
RIM:559
58
FROM MH-3.
INV IN. 553.2o
INV OUT.
553•oo TO MH-13
MH-13
/
STA:6+25.51
RIKS54-00
INV IN. 548.2o FROM MH-14
INV OUT. 548.00 TO MH-22
-
STA:S 36 86
RIM:548.75 /
SOR 26P3 a
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L
INV IN. 541.2o FROM MH-13
1o5rol
INV OUT. 541.00 TO MH-11
EXISTING GRADE
(TYP.)
_(0 9-a
a 1��
M
PROPOSED
8 " DI
0-11
STA: 3
WATEIRLINE
CROSSING
RIM: 539 0o
INV IN. FROM MH-16
C
6Qd
526.45
�INVIN.5z6.45FROM MH-1z
pSo�o
INV OUT. TO MH-10
�O���g.
526.25
I
29 g 66V
'bw
MH-io
STA:3+67-39
1.5'
RIM:533.00
INV IN. 524.7o FROM MH-11 z5
INV OUT. 524.5o TO MH-g
�
5. z'
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STA:2+41.89
by
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IN. 520.7o FROM MH-ioroINV
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R y6PVC
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565
56o
61,1.E
550
545
540
535
530
525
520
515
5io
SCOTT R. LLINS
Lic. No. 0357911b
08/31/20�
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182152
SCALE
111 = Sol
SHEET NO.
13
a
0
NOTES:
1. ALL FILL TO BE PLACED AT 95% COMPACTION.
z. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L.
3. MINIMUM OF 3..' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND i.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE
SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE ziA OR ziB, FLOWABLE
FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR
CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE
SPECIFICATIONS, SECTION 302.03G.
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH
OF 12' OR GREATER SHALL HAVE SAFETY SLABS IN
ACCORDANCE WITH STANDARD SL-1AS FOUND IN
THE 2oo8 ROAD AND BRIDGE STANDARDS.
NOTE: HDPE CAN BE USED AS AN ACCEPTABLE
SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES.
SEE DETAIL ON SHEET 17 FOR HDPE PIPE
BEDDING INFORMATION.
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH
OF 4' OR GREATER SHALL HAVE STEPS IN
ACCORDANCE WITH STANDARD ST-i AS FOUND IN
THE 2oo8 ROAD AND BRIDGE STANDARDS.
c-
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p m p m Ln m
mmoo
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Ln o F N > 565
Fo
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Zm
m GRADE (TYP.) LLn
rp Zp y
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56o
m
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FO
° o
555
p
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L F-
CL > >
Ln z z
555
00
�ZZ0
_
STR:26 VDOT STD. DI-3B (L=6')
F
v u m
Q, > > >
I- z z z
Q o)o
Rc 6
TP=543.83
m
e m �
ti'iQ�53
INV IN: 536-35 TO 28
o
M M N°
W1
INV OUT: 536.25 TO 8
-O O O
55 550
Ln-FFFN
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p
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0 Lin Lmn LMn F
R 1
STR:8 VDOT STD. MH
°ON
't Z Z Z p
TP=541.17
F a > > > >
9 9
INV IN: 534 0o TO io
Ln F z ? z z
545
INV IN: 53S.So TO 26
INV OUT: 529.67 TO 6
15"
RCP
54-30
LF Cal 5.52%
540
540
PROPOSED
8"
DI
� 5
1.4
15" RCP
WATERLINE
CROSSING
46.oi LF @a 3.z6%
PROPOSED
8" SANITARY
535
SEWER
CROSSING
535
4,1 1
15" RCP
28.05 LF t?a 2.92%
L530 PROPOSED 8" SANITARY
SEWER CROSSING
15" RCP
25.56 LF @a 2.93%
CONTRACTORSHALL INSTALL A
2 THICK STEEL PLATE AT THE
5�5 BOTTOM OF THE STRUCTURE
MIt m 0 LD M LD n O 0l
00 LOr�i �, Ln
0+00 0+50 1+00 1+50 2+00
STR-36 - STR-8
530
570
565
56o
555
550
545
540
535
530
525
PROPOSED VDOT STD.
WITH RIPRAP OUT
520
INV. 0UT=51
515
PROPOSED GRADE (TYP
STR:10 VDOT STD. DI-3B (L=6')
TP=543.92
INV IN; 53T42 TO 12
INV IN: 536.75 TO ioB
INV IN: 540.42 TO ROOFS
INV OUT: 535.17 TO 8
EXISTING GRADE (TYP.)
STR:8 VDOT STD. MH
TP=541.17
- INV IN: 534-oo TO io
INV IN: oTO26
O
rl
00
J
m
M
p �
0 O
F ~
Ln l
0
STR:18 VDOT STD. DI-3B (L-i2') > Lo � 570
STR:16 VDOT STD. DI-3B (L=6') TP-566.33 D 0
INV IN: 559.35 TO z0 v O>
TP=559.83 INV IN: 562.83 TO ROF11 z
O
INV IN: 552.77 TO 22 INV OUT: 559.25 TO 16
INV IN: 552.77 TO 18 /
INV IN: 556.33 TO ROOF6
INV OUT: 552.67TO 14
-
PROPOSED 8" DI
565
-WATERLINE
STR:14 VDOT STD. DI-3B (L=8')
CROSSING
PROPOSED
8"
DI
TP=556.84
WATERLINE
CROSSING
INV IN: 549.75 TO 16
INV IN: 55333 TO ROOFS
56o
INV OUT: 54633 TO 12 1.0'
I I
STR:12 VDOT STD. DI-3B (L=6') /
TP=548.28
INV IN: 542.25 TO iy PROPOSED 8" DI 15 RCP °
INV IN: 542.5TO 12B WATERLINE CROSSING 30.23 LF Cal i.o6/o INV IN: 543.25TO ROOFy _ RCQ yg% 555
INV OUT: 54o.9oTOi0 f i51i2 F�6
/ J
535.5
INV OUT: 529.67TO
6
/00
STR:6 VDOT
STD. DI-3B (L=io')
PROPOSED
6" DI
TP=534.25
WATERLINE
CROSSING
INV IN: 5z8.58 TO
8
INV
OUT: 523.5o TO
4
000
000
�F
1z0.58
STR:4 VDOT STD. DI-3B (L=8')
TP=527.58
CONTRACTOR SHALL INSTALL
A
INV IN: 522.25 TO 6
%"THICK STEEL PLATE AT THE
INV IN: 5zo.z7 TO 4B
BOTTOM OF THE STRUCTURE
718"
INV OUT: 520.17 TO 2
RCP
STR:z VDOT STD. MH
54.69 LF Cal 2.14%
TP=526.O
1.0' CONTRACTOR (SHALL INSTALL A
INV IN: 519.5z TO 4 4
%" THICK STEEL PLATE AT E
INV OUT: 519.yz TO /
BOTTOM OF THE STRUCTURE
PROPOSED 8' SANITARY
SEWER CROSSING
\
24" RCP
izoo
62.15 LF @1.75%
ma
zwl�L
CONTRACTOR
SHALLINSTALLA
%"
THICK STEEL PLATE AT THE
BOTTOM
OFTHE STRUCTURE
30" RCP
24" Ri
P
30 RCP
9� 33 LF @
°
0.71/0
76.74
LF Cal 1.63%
65.7o LF Ca) 0.64%
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l0
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Ln
L�f1
Ln
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9+75 10+00 10+50 11+00 11+50 12+00 12+50 13+00
11
00
11
J
EXISTING GRADE (TYP.)
zw
m
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m
m N n
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p
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STR:16 VDOT STD. DI-3B (L=6')
o
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OF
TP=5S9.83
F
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INV IN:552.77 TO 18
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INV IN: 55633 TO ROOF6
>
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INV OUT: 552.67TO14
n
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F- (L
� Z z
L„Fzzz
56o 56o
PROPOSED 8" DI
WATERLINE CROSSING PROI POSED GRADE (TYP
555 1 555
15" RCP
3 4, 55.27 LF t7a 1.63%
550 1 550
iS" RCP
28.73 LF Cal o.8o%o
PROPOSED 8" SANITARY
SEWER CROSSING
545 1545
525 N
' l W n
Ln
0+00 0+50 1+00
2+So 3+00 1STR-24 - =-16
15 R� 3.3a%
a6.44�'F
CONTRACTOR SHALL INSTALL A
%" THICK STEEL PLATE ATTHE
BOTTOM OF THE STRUCTURE
VERTICA� GRAPHf SCALE
2
O
LnN
d DO
00 W
mm
L!1
N
Ln L(1
co
DO
Ln
(�
13+50 14+00
14+50 15+00
15+50
STR-2o TO OUTFACE
J
m N
r;n
p ON
STR:i2 VDOT STD. DI-3B (L=6')
o m O 555
S
TP=548.28
v~i -O F
INV IN: 541.25TO14
F o?
INV IN: 541.00 TO 12B
o 9 a
INV IN: 543.25 TO ROOF4
m N
INV OUT: 54o.9oTO10
N 00
Ln ? O
550
F a > > 550
Ln F- Z Z
1545 PROPOSED 8"
WATERLINE CROSSR
1.3'
545
D GRADE (TYP.)
( IN FEET )
inch = 5
IN FEET )
ncl = J
1p
Ln
M M
^ O
O
Vl
LLnll
Ln
L�fl
Ltl
1
u1
Ln
16+oo i6+So 17+00 17+So 18+oo 18+So
555
555
EXISTING GRADE (TYP.)
U
T
p o
TRao VDOT STD. DI-3B (L=6')
p 0
TP=543.92
v~i o
550
INV IN: 537.42 TO 12
F--LO
INV IN: 536.75 TO ioB
p m
00
INV IN: 540.42TO ROOFS
m o F
INV OUT: 535A7 TO 8
0 �
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ILn
CL
Ln F z
545
545
PROPOSED 8" DI
WATERLINE CROSSING
PROPOSED
GRADE
(TYP.)
154o
540
540 540
15" RCP 535 535
34-og LF Cal 1.17% iS" RCP
28.96 LF dal 2.59%
535 535 CONTRACTORSHALLINSTAL
%" THICK STEEL PLATE AT TF
530 BOTTOM OF THE STRUCTURE
N �
N
d m
Ln �
Ln
-0+25 0+00 0+50 0+75
STR-12B TO STR-12
0
L"
S
Ln
0+00 0+50
STR-ioB - STR-10
550
545
540
535
530
525
520
515
19+00 19+25
°10
EXISTING GRADE (TYP.)
°m Li
535
0 -0 0 535
0�
Ln
O0^ °N
STR:4 VDOT STD. DI-3B (L=8')
p N
m
TP=527.58
INV IN: S22.25 TO 6
-t u _ 0 530
INV IN: S20.27 TO 4B
a
F »
nF ZZ
INV OUT: Szo.i7TOz
--
525
IhA
525
III
PROPOSED GRADE (TYP.)
PROPOSED 8" DI
WATERLINE CROSSING
520
520
15" RCP
27.72 LF @ 1.12%
515 1 1 1 515
� N
lD
N �
N LA
N
-0+25 0+00 O+SO 0+75
STR-4B TO STR-4
C\Z
SCOTT R. LLINSZ
Lic. No. 0357911b
n 08/31/20 �
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SCALE
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FSHEET NO.
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oo
m
m
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555
0
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EXISTING GRADE (TYP.)
EXISTING GRADE (TYP.
_o
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555 555
STR:30 VDOT STD. DI-3B (L=6')
> 0 a
o M n
TP=54833
m �F
00
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INV IN: 5y1.1oTO3oB
° v�?O
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o M
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TP= 54533
ROPOSED GRADE
(TYP.)
> v v vF
00 ..
N
INV IN: 540.00 TO YD-10
545
545
0
INV OUT: 539.00 TO 28
545
z z
545
1.2'
PROPOSED
8" DI
WATERLINE
CROSS
PROPOSED
SERVICE
E
WATER
CROSSING
ROPOSED GRADE
(TYP.)
540
540
I
15" R
15" RCP
5'
S4o
LF Qa 1.yy%
L15" RCP
535 So.81 LF @a 1.970/0 535
n N N N
O M
't Ln
0+00 0+50
STR-28B -STR-28
535 535
� M
O W
Ln"t
Ln
0+00 0+50
STR-3oB - STR-3o
NOTES:
1. ALL FILL TO BE PLACED AT 95%COMPACTION.
2. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L.
3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND i.5' OF SEPARATION BETWEEN W/L &
SANITARY SEWER MUST BE PROVIDED.
NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN AGGREGATE
SIZE NO. 25 OR 26, AGGREGATE BASE MATERIAL SIZE 21A OR 21B, FLOWABLE
FILL, OR CRUSHED GLASS CONFORMING TO THE SIZE REQUIREMENTS FOR
CRUSHER RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND BRIDGE
SPECIFICATIONS, SECTION 302.03G.
00
GRADE (TYP.
CoEXISTING
� m
565
0 565
STR:34 VDOT STD. DI-3B (L=6')
_0
w
F- `n
TP=558.i7
0 Ln
INV IN: 551.3STO34B
m1P I-
0O
INV IN: 55235TO36
m
O>
INV IN: 554.67 TO ROOF10
a 5 60
INV OUT: 551.25 TO 32
in I- ?
�PRIIOPOSED GRADE (TYP.)
PROPOSED 8" DI
WATERLINE CROSS]NG=h{ 555
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH
OF iz' OR GREATER SHALL HAVE SAFETY SLABS IN
ACCORDANCE WITH STANDARD SL-i AS FOUND IN
THE 2oo8 ROAD AND BRIDGE STANDARDS.
NOTE: HOPE CAN BE USED AS AN ACCEPTABLE
SUBSTITUTE FOR RCP FOR THE DRAINAGE PIPES.
SEE DETAIL ON SHEET 17 FOR HDPE PIPE
BEDDING INFORMATION.
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH
OF 4' OR GREATER SHALL HAVE STEPS IN
ACCORDANCE WITH STANDARD ST-i AS FOUND IN
THE 2oo8 ROAD AND BRIDGE STANDARDS.
550 I T I 1550
545
15" RCP
28.7o LF @ o.8o%
545
W N
�00
0+00 0+50
STR-34B - STR-34
00
J
0
p
m
.t 40
v~
ry
W a
°ON
o 00
~O ry N
LA ^v
0 0`0�
~O
525
N N �>
a Un Z Z
> o
525
O
m 6 Z H
d > > >
,n FZZZ��.
N N >
�nZO
n H w
L?
520
520
4
L
PROPOSED GRADE(
EXISTING GRADE
(TYP.)
: I
515
515
i5" RCP
66.17 LF Qa 0.73°%
510 510
VERTICAL GRAPHIC SCALE
a 2.5 5 ID
( IN FEET )
1 inch = 5 fr.
HORIZONTAL GRAPHIC SCALE
( IN FEET )
1. inch. = 50 ft.
STR:40 VDOT STD. DI-313 (L=8')
TP=521.00
INV IN: 516.02 TO 42
INV OUT: 515.92 TO 38B
ib
d
oo
m
3m �
0 3
71
Ci a a0
H OO~
0
o m
rn P N
N
5�5 O
0 0 w� Lno
o F 525
STR:38 VDOT STD. MH-� -F- N
O
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ry„ Z z
TP=519.92
0
v 0
M
INV IN: 514.io TO 38B m 00 ��
t- 0 z z z
~
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~ z
INV IN:51y.2oTO48 �Z=O
---
n
INV OUT. 514.00 Tb EX. CULVERT F a > >
1 520 Ln z z
520
III III #15"
STING GRADE (TYP.)
PROPOSED GRADE (TYP.) /
515�4.0P
48.63 LF Qa o.gg A
15" RCP
15.6o LF Qa o.96%
15" RCP 15"RCP
510 48.67 LF Qa 3.23% 27.81 LF Qa 0-S4% 510
Ln V N N N
0+00 0+50 1+00
STR-44 - =-38
O00
O N
0 N o 0
N N N N
0+00 0+50
STR-42B - STR-42
20
NOTE: WATER MAIN CROSSING BELOW
CULVERT SHALL BE INSULATED.
565 PROPOSED GRADE (TYP.)
565
EXISTING
GRADE
(TYP.)
PROPOSED
VDOT
STD. ES-i
WITH RIPRAP
-`
OUTFALL
- -
560
13' NV.
560
15" RCP
IN=560.42
6734 LF C o.62%
INV. OUT=56o.00
IED
PROPO
INSULATED
WATERLINE
CROSSING
555
555
O
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w lD
CO
W O
00
Ln
0+00 0+50 1+00 1+50
CULVERT
2+00 2+50
t
SCOTT/R. Cb-LLINS'Z
Lic. No. 0357911b
n 08/31/20 �
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Project Berkmar Overlook
Plan SheetNo.
Designer AML, PE
Sheet 1 of 1
Culvert
Rev. Data
Date 13/2020
AHW Controls
STATION:
HYDROLOGICAL DATA:
100 yr. Flood plain
elev.-
Design AHW depth
elev.
Structures
elev.
treq. TWelev.
Culvert#9: DA=0.56 ac., Cw=0.45, Tc=13 min., 2-year Q=0.93 ds, 10-year Q=1.29
=
Cis
Shoulder
_
elev. 562.5
_
I
CL
elev. 562.33
DISCHARGES USED
RISK ASSESSMENT
ADT
Skew
°
Cover
Q 2 = 0.93 CFS
Detours Available Length
Q 10 = 1.29 CFS
Overtopping Stage
Q = CFS
Flood Plain Management
Inv, El. 560.42
So=
0.62% Inv. El. 560.00
Q = CFS
Criteria and Significant Impact
Orig. Gr. Elev.
L=
67.34 Orig. Gr. Elev.
Q = CFS
HEADWATER COMPUTATIONS
CONT.
OUTLET
INLET CONT.
OUTLET CONTROL
CULVERT TYPE & SIZE
Q
Q/B
HW.
VELOCITY
Trea
COMMENTS
HW/D
HW
Ke
do
(dc+D)/2
ho
H
LSo
HW
C.M.
Smooth
ELEV.
Proposed 15" RCP Culvert(2 yr)
0.93
0.93
0.4
0.5
0.5
0.4
0.83
0.83
0.1
0.4
0.5
0.5
3.18
ES-1
VDOTSTD. EC-1 Class Al OulletPnotaction
Proposed 15" RCP Culvert(10 yr)
1.29
1.29
0.5
0.6
0.5
0.4
0.83
0.83
0.1
0.4
05
0.6
3.46
STR:48 VDOT STD. DI-i
TP=5i9.5o
PROPOSED GRADE (TYP.)- INV IN: 514-S5 TO SWM
INV IN: 514-SS TO So
STR:38 VDOT STD. MH INV OUT: 514.45 TO 38
TP=5i9.92 525
INV IN: 514.10 TO 380
INV IN: 514.10 TO 48
INV OUT. S14.00 Tb EX. CULVERT STR:So VDOT STD. DI-3B (L=6')
TP=5zo.17
i rINV OUT: 5145y8
520 20 I
XISTING GRADE (TYP.)
515 515
24" RCP7:L8.82
" RCP
75
1LF
?1.97%0
51O I 1 510
�CD
CD
�+ m
0+00 0+50
STR-50 - 7R-738]
S35
w 535
EXISTING GRADE
(TYP:
F-
U
PROPOSED
GRADE (TYP.
�- w
Ln It
530
Oo
O M
/Lu
Ln
- m
00
530
/Q
�0
H-
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a
o
2 0
� mH
0
LA
525
0 0 Ln
> m ; r,�
a Z70
ii >
,~n F- z
525
LfZ
Ln F-
520
520
515
RCP
515
99
24
Lf i'99%
y18
510
510
0
01
k n
00',1
0
N
L
y
Ln
0
0+00 0+50 1+00
SWM - STR-48
N N N N N N
wCD CD CS N N N N
00
M N M
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JOB NO.
182152
SCALE
all _ 501
SHEET NO.
15
�PTH �F �
. 0 ��Gz
PSCOTT R. LLINS
U Lic. No. 0357911b
- - • • • \ - / - - - \P �, 0po� 08/31/20
\ P • • • • • • _ °' r r - /_._.. \ - --- _-\ \ ,..,..� ,\SSIONAL Ell
_ _ • • �� � YD 9 CULVERT
w
• ♦ s \_
PROPOSED PRIVATE YARD 40P
Of LOT 6 \ -
- - & ROOF DRAIN SYSTEM
-- 8
- - /
LO \
PROPOSED DRAINAGE (TYPJ� E
P s _ 4 SA _ \ \
*f LOT 0 i
-PROPOSED DRAINAGEDIVIDE(I F.1 4 7T\' ♦� A YD-18 �� � �DR0Ln (10
-
r.
\ \ \ �/�
.. C ♦ ��
LOT 8 �` �� r v� V/ w w �
YD- �i •y " \ �J o a f X
h -� L
P • y ! 5 P YD-17 YD-16 \ \ c� c�
•
/ • `
- s co
YD-6 5 ' ♦ ♦ LOT g ♦ 5 5 _ 6 YD 15 a PROPOSED PRIVATE YARD\ O w Ln a ¢ e
- \ _
LO 3 ♦ P &ROOF DRAIN SYSTEM O DO w
- y ♦ - -� r Z Q W� W� <
• ♦♦ \ ♦ \
V - % 4 \ O H
Ln
\ c
-- -
•r 4 LOT 35 �♦ / w
s
1 � LOT , � , ♦ \
LOT11% T12 LOTH LOTS V V A ♦ w m r
I \ P s 9ps ,. r r r r• �' LOT 16 `♦ � P i
\ 1 � y� �.- • LOT 17 • r YD-13 c
1 LOT - ♦ . s� A_ on in IL ♦�
it
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♦ - _
♦ �- - -
_ ♦�_ • • \
DRAINAGE DESCRIPTIONS
PIPE INFORMATION
INLET INFORMATION
STIR. NO.
DIA.
(in.)
LENGTH'
(ft.)
SLOPE
(%)
INVERT
IN
INVERT
OUT
MATERIAL
INLETTYPE
Curb
Type
SLOT
LENGTH
RIM
ELEVATION
20
DIJB
CG-6
10
566.63
19
15
30.23
1.06%
559.67
559.35
RCP
18
DI-38
CG-6
12
566.33
17
15
151.22
4.29%
559.25
552.77
RCP
16
DI-38
CG-6
6
559.83
15
15
86.44
3.38%
552.67
549.75
RCP
14
DI-38
CG-6
8
556.84
13
15
122.34
4.15%
546.33
541.25
RCP
12
DI-3B
CG-6
6
548.28
11
18
120.58
2.89%
540.90
537.42
RCP
10
DI-3B
CG-6
6
543.92
9
18
54.69
2.14%
535.17
534.00
RCP
8
MH
CG-6
0
541.17
7
24
62.15
1.75%
529.67
528.58
RCP
6
DI3B
CG-6
10
534.25
5
24
76.74
1.63%
523.50
522.25
RCP
4
DI-3B
CG-6
8
527.58
3
30
91.33
0.71%
520.17
519.52
RCP
2
MH
CG-6
0
526.00
1
30
65.70
0.64%
519.42
519.00
RCP
4B
DI-38
CG-6
8
52767
4A
15
27.72
1.12%
520.58
520.27
RCP
10B
DI-3C
CG-6
8
544.06
10A
15
28.96
1 2.59%
537.50
536.75
RCP
12B
DI-3B
CG-6
12
548.27
12A
15
34.09
1.17%
541.40
541.00
RCP
24
DI-3B
CG-6
6
559.83
23
15
55.27
1.63%
554.00
553.10
RCP
22
DI-38
CG-6
8
559.92
21
15
28.73
0.80%
553.00
552.77
1 RCP
36
DI-3B
CG-6
8
561.08
35
15
55.41
5.38%
555.33
552.35
RCP
34
DI3B
CG-6
6
558.17
33
15
99.78
5.16%
551.25
546.10
RCP
32
DI38
CG-6
8
552.00
31
15
54.30
5.52%
546.00
543.00
RCP
30
DI38
CG-6
6
548.33
29
15
46.01
3.26%
541.00
539.50
RCP
28
DI3C
CG-6
8
544.00
27
15
28.05
2.92%
537.17
536.35
RCP
26
DI-3B
CG-6
6
543.83
25
15
25.56
2.93%
536.25
535.50
RCP
286
I
DI38
I CG-6
6
545.33
28A
15
50.81
1.97%
539.00
538.00
RCP
30B
DI3B
CG-6
8
548.50
30A
15
27.75
1.44%
541,50
541.10
RCP
34B
DI-3B
CG-6
8
558.67
34A
15
28.70
0.80%
551.58
551.35
RCP
44
CIA
CG-6
0
521.00
43
15
48.63
0.99%
516.75
516.27
RCP
42
DI38
CG-6
8
521.08
41
15
27.81
0.54%
516.17
1 516.02
1 RCP
\ 40
DI-3B
CG-6
8
521.00
39
15
48.67
3.23%
515.92
514.35
RCP
38B
DI-3C
CG-6
6
519.83
38A
15
15.60
0.96%
514.25
514.10
RCP
38
MH
CG-6
0
519.92
37
24
117.50
2.23%
514.00
511.30
RCP
50
DI-36
CG-6
6
520.17
49
15
18.82
1.97%
514.92
514.55
RCP
48
DI-1
CG-6
0
519.50
47
24
17.06
2.05%
514.45
514.10
RCP
SWM
0.0
CG-6
0
523.50
24
118.99
1.99%
516.92
514.55
RCP
42B
MH
CG-6
0
520.00
42A
15.
66.17
0.73%
516.75
516.27
RCP
Public Drainage Easement Chart
Pipe No.
Size (inches)
Max Depth (feet)
Easement Width Required (feet)
Easement Width Provided (feet)
3
30
4.5
13.5
20
15
15
6.2
15.7
20
23
15
5.3
13.9
20
25
15
6.0
15.3
20
29
1 15
1 5.7
1 14.7
1 20
♦ - y17 �F� ♦ L
♦ IN J. ♦ /
YD-5': 51 ��n��
�♦ xlsll S' 8
\
T 1 �\
� \� _' LO♦ �\ � � \
� 1
s 1 6
_
34 �
EMPIRE STREET �� r r�� • - LOAa% � �\
1
Structure!
Area
Cw
t,
(Acres)
Wia.)
2
0.00
0.90
5.0
4
0.09
0.65
5.0
4B
0.15
0.55
6.0
6
0.11
0.75
5.0
8
0.00
0.90
5.0
10
0.12
0.70
6.0
10B
0.18
0.50
6.0
12
0.16
0.70
6.0
12B
0.33
0.65
6.0
14
0.14
0.65
6.0
16
0.12
0.70
5.0
18
0.42
0.70
6.0
20
0.35
0.70
6.0
22
0.18
0.70
6.0
24
0.04
0.60
5.0
26
0.05
0.75
5.0
28
0.11
0.70
5.0
28B
0.03
0.60
5.0
30
0.07
0.70
6.0
30B
0.09
0.70
5.0
32
0.15
0.60
6.0
34
0.07
0.70
6.0
34B
0.12
0.75
6.0
36
0.22
0.55
6.0
38
0.00
0.90
5.0
38B
0.06
0.85
5.0
40
0.15
0.70
6.0
42
0.14
0.65
5.0
44
0.35
0.35
11.0
46
0.00
0.90
5.0
48
0.11
0.30
6.0
50
0.10
0.60
6.0
SWM
0.01
0.90
5.0
42B
0.79
0.60
10.0
ROOFI
0.16
0.90
5.0
ROOF2
0.06
0.90
5.0
ROOF3
0.09
0.90
5.0
ROOF4
0.09
0.90
5.0
ROOF5
0.09
0.90
5.0
ROOF6
0.09
0.90
5.0
ROOF7
0.14
0.90
5.0
ROOF8
0.16
0.90
5.0
ROOF9
0.13
0.90
5.0
ROOF10
0.14
0.90
5.0
ROOF11
0.12
0.90
5.0
YD-1
0.27
0.30
9.0
YD-2
0.14
0.50
6.0
YD-3
0.17
0.50
6.0
YD-4
015
0.30
6.0
YD-5
0.13
0.50
5.0
YD-6
0.03
0.30
6.0
YD-7
0.05
0.30
6.0
YD-8
0.03
0.55
6.0
YD-9
0.09
0.50
6.0
YD-10
0.00
0.90
5.0
YD-11
0.08
0.50
6.0
YD-12
0.16
0.45
6.0
YD-13
0.07
0.45
6.0
YD-14
0.11
0.45
6.0
YD-15
0.10
0.50
6.0
YD-16
0.05
0.50
6.0
YD-17
0.09
0.55
6.0
YD-18
0.04
0.75
6.0
YD-19
0.17
0.45
6.0
YD-20
0.08
0.40
6.0
YD-21
0.07
0.50
6.0
YD-22
0.04
0.50
6.0
CULVERT
0.56
0.45
13.0
YD-23
0.01
0.30
5.0
YD-24
0.07
0.30
5.0
YD-25
0.04
0.30
5.0
YD-26
0.03
0.30
5.0
YD-27
0.02
0.30
5.0
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BERKMA E 1403 STATE R 40�
/ SHEET NO.
PIPE DESIGN
n = 0.013
Rpe
Hydrology
Pipe
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Rpe run: STR-20 - SVMA Basin
20
18
0.35
0.70
0.245
0.245
6.00
6.35
1.56
1.56
559.67
559.35
30.2
0.013
0.0106
15
6.65
4.36
0.12
18
16
0.42
0.70
0.294
0.539
6.12
6.32
1.86
3.40
559.25
552.77
151.2
0.013
0.0429
15
13.38
9.05
0.28
16
14
0.12
0.70
0.084
1.124
6.39
6.24
0.52
7.01
552.67
549.75
86.4
0.013
0.0338
15
11.88
10.06
0.14
14
12
0.14
0.65
0.091
1.215
8.54
6.20
0.56
7.53
546.33
541.25
122.3
0.013
0.0415
15
13.16
11.07
0.18
12
10
0.16
0.70
0.112
1.541
6.72
6.14
0.69
9.47
540.90
537.42
120.E
0.013
0.0289
18
17.86
10.19
0.20
10
6
0.12
0.70
0.084
1.715
6.92
6.09
0.51
10.44
535.17
534.00
54.7
0.013
0.0214
18
15.37
9.33
0.10
8
6
0.00
0.90
0.000
2.738
7.02
6.06
0.00
16.60
529:67
528.58
62.2
0.013
0.0175
24
29.93
9.76
0.11
6
4
0.11
0.75
0.083
2.821
7.12
6.03
0.50
17.02
523.50
522.25
76.7
0.013
0.0163
24
28.88
9.55
0.13
4
2
0.09
0.65
0.059
3.757
7.26
6.00
0.35
18.94
520,17
519.52
91.3
0.013
0.0071
30
34.56
7.16
0.21
2
OUr
0.00
0.90
0.000
3.157
7.47
5.95
0.00
18.94
519.42
519.00
65.7
0.013
0.0064
30
32.81
6.90
0.16
Rpe run: STR-48 - SlR 4
48
4
0.15
0.55
0.083
0.278
6.00
6.35
0.52
1.76
520.58
520.27
27.7
0.013
0.0112
15
6.84
4.63
0.10
Rpe run: STR-10B - STR-10
10B
10
0.18
0.50
0.090
0.090
6.00
6.35
0.57
0.57
537.50
536.75
29.0
0.013
0.0259
15
10.40
4.38
0.11
Rpe run: STR-72B- STR-12
12B
12
0.33
0.65
0.215
0.215
6.00
6.35
1.36
1.36
541.40
541.00
34.1
0.013
0.0117
15
6.99
4.34
0.13
Rpe run: STr2-24 - ST2-16
24
22
0.04
0.60
0.024
0.375
5.00
6.67
0.16
2.50
554.00
553.10
55.3
0.013
0.0163
15
8.25
5.83
0.16
?2
16
0.18
0.70
0.126
0.501
6.00
6.35
0.80
3.18
553.00
552.77
28.7
0.013
0.0080
15
5.78
4.79
0.10
Rpe run: STR-36 - SiR-8
36
34
0.22
0:55
0.121
0.121
6.00
6.35
0.77
0.77
555.33
552.35
55.4
0.013
0.0538
15
14.98
6.31
0.15
34
32
0.07
0.70
0.049
0.260
6.16
6.30
0.31
1.64
55125
546.10
99.8
0.013
0.0516
15
14.67
7.78
0.21
32
30
0.15
0.60
0.090
0.350
6.37
6.24
0.56
2.18
546.00
543.00
54.3
0.013
0.0552
15
15.18
6.67
0.10
30
28
0.07
0.70
0.049
0.543
6.48
6.21
0.30
3.37
541.00
539.50
46.0
0.013
0.0326
15
11.66
8.13
0.09
28
26
0.11
0.70
0.077
0.986
6.57
6.19
0.48
6.10
537.17
536.35
28.1
0.013
0.0292
15
11.04
9.21
0.05
26
8
0.05
0.75
0.038
1.023
6.62
6.17
Q23
6.31
536.25
535.50
25.6
0.013
0.0293
15
11.06
9.30
0.05
Rpe run: STR-288 - STR-28
288
28
0.03
0.60
0.018
0.366
5.00
6.67
0.12
2.44
539.00
538.00
50.8
0.013
0.0197
15
9.07
6.23
0.14
Rpe run: STR-308 - STR-30
306
30
0.09
0.70
0.063
0.144
5.00
6.67
0.42
0.96
541.50
541.10
27.6
0.013
0.0144
15
7.75
4.22
O.N
Rpe run: STR-346 - STR-34
348
34
0.12
0.75
0.090
0.090
6.00
6.35
0.57
0.57
551.58
551.35
28.7
0.013
0.0080
15
5.78
2.98
0.16
Rpe run: STR-44 - EXISTNG OUiFALL
44
42
0.35
0.35
0.123
0.123
11.00
5.18
0.63
0.63
516.75
516.27
48.6
0.013
0.0099
15
6.43
3.32
0.24
42
40
0.14
0.65
0.091
0.688
11.24
5.13
0.47
3:53
516.17
516.02
27.8
0.013
0.0054
15
4.75
4.23
O.N
40
38B
0.15
0.70
0.105
0.793
11.35
5.11
0.54
4.05
515.92
514.35
48.7
0.013
0.0323
15
11.61
6.53
0.10
388
38
0.06
0.85
0.051
0.844
11.45
5.10
0.26
4.30
514.25
514.10
15.6
0.013
0.0096
15
6.33
5.53
0.05
38
OIJr
0.00
0.90
0.000
0.946
11.50
5.09
0.00
27.22
514.00
511.30
117.5
0.013
0.0223
24
33.78
11.96
0.16
Rpe run: STR-50 - ST2-38
50
48
0.10
0.60
0.060
0.060
6.00
6.35
0.38
0.38
514.92
514.55
18.6
0.013
0.0197
15
9.07
3.49
0.09
48
38
0.11
0.30
0.033
0.102
6.09
6.32
0.21
27.22
514.45
514.10
17.1
0.013
0.0205
24
32.39
11.55
0.02
Rpe run: SWM - STR-48
SWIM
48
0.01
0.90
0.009
0.009
5.00
6.67
0.06
27.22
516.92
514.55
119.0
0.013
0.0199
24
31.91
11.41
0.17
Rpe run: STR-42B - STR-42
428
42
0.79
0.60
0.474
0.474
10.00
5.37
2.55
2.55
516.75
516.27
66.2
0.013
0.0073
15
5.52
4.38
0.25
Design Storm Year = 10 TH 0
DOWNSTREAM
SCOTT R. LLINS'Z
ire
LU Lic. No. 035791,E
08/31/20�
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INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE)
Intensity 4.00 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth)
Mannings Coefficient, n is 0.013
Inlet
Hydrology
Curb and Gutter
Inlet
m
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m L n
Ul O. C
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4
3B
8.0
0.09
0.65
0.059
0.23
0.00
0.23
0.0726
0.0200
2.0
0.0833
4.1650
2.67
0.99
3:5192
0.1466
0.1652
5.53
1.45
1.00
0.23
0.00
4B
3B
8,0
0.15
0.55
0.083
0.33
0.00
0.33
0.0726
0.0200
2.0
0.0833
4.1650
3.03
0.99
3.5192
0.1466
0.1652
6.38
1.25
1.00
0.33
0.00
6
3B
10.0
0.11
0.75
0.083
0.33
0.00
0.33
0.0996
0.0200
2.0
0.0833
4.1650
2.86
0.99
3.5192
0.1466
0.1652
7.02
1.42
1.00
0.33
0.00
10
3B
6.0
0.12
0.70
0.084
0.34
0.01
0.34
0.0200
0,0200
2.0
0.0833
4.1650
3.91
0.95
3.5192
0.1466
0.1593
4.50
1.33
1.00
0.34
0.00
12
36
6.0
0.16
0.70
0.112
0.45
0.00
0.45
0.0505
0.0200
2.0
0.0633
4.1650
3.64
0.97
3.5192
0.1466
0.1622
6.58
0.91
0.99
0.44
0.01
10
12B
3B
12.0
0.33
0.85
0.215
0.86
0.00
0.66
0.0505
0.0200
2.0
0.0833
4.1650
4.65
0.90
3.5192
0.1466
0.1520
8.99
1.33
1.00
0.86
0.00
14
3B
8.0
0.14
0.65
0.091
0.36
0.00
0.36
0.0603
0.0200
2.0
0.0833
4.1650
3.26
0.98
3.5192
D.1466
D.1637
6.33
1.26
1.00
0.36
0.00
16
3B
6.0
0.12
0.70
0.084
0.34
0.00
0.34
0.0223
0.0200
2.0
0.0833
4.1650
3.81
0.96
3.5192
0.1466
0.1608
4.59
1.31
1.00
0.34
0.00
18
3B
12.0
0.42
0.70
0.294
1.18
0.00
1.16
0.0319
0.0200
2.0.
0.0833
4.1650
5.70
0.84
3.5192
0.1466
0.1432
9.27
1.29
1.00
1.18
0.00
20
3B
10.0
0,35
0.70
0.245
0.98
0.00
0.98
0.0233
0.0200
2.0
0.0833
4.1650
5.65
0.84
3.5192
0.1466
0.1432
7.81
1.28
1.00
0.98
0.00
22
3B
8.0
0.18
0.70
0.126
0.50
0.00
0.50
0.0223
0.0200
2.0
0.0833
4.1650
4.44
0.92
3.5192
0.1466
0.1549
5.56
1.44
1.00
0.50
0.00
24
3B
6.0
0.04
0.60
0.024
0.10
0.00
0.10
0.0162
0.0200
2.0
0.0833
4.1650
2.53
0.99
3.5192
0.1466
0.1652
2.42
2.48
1.00
0.10
0.00
26
3B
6.0
0.05
0.75
0.038
0.15
0.00
0.15
0.0200
0.0200
2.0
0.0833
4.1650
2.88
0.99
3.5192
0.1466
0.1652
3.11
1.93
1.00
0.15
0.00
28B
3B
6.0
0.03
0.60
0.018
0.07
0.00
0.07
0.0353
0.0200
2.0
0.0833
4.1650
1.96
1.00
3.5192
0.1466
0.1666
2.70
2.22
1.00
0.07
0.00
30
3B
6.0
0.07
0.70
0.049
0.20
0.00
0.20
0.0719
0.0200
2.0
0.0833
4.1650
2.50
0.99
3.5192
0.1466
0.1652
5.11
1.17
1.00
0.20
0.00
30B
3B
8.0
0.09
0.70
0.063
0.25
0.00
0.25
0.0659
0.0200
2.0
0.0833
4.1650
2.79
0.99
3.5192
0.1466
0.1652
5.54
1.44
1.00
0.25
0.00
32
3B
8.0
0.15
0.60
0.090
0.36
0:00
0.36
0.0627
0.0200
2.0
0.0833
4.1650
3.22
0.98
3.5192
0.1466
0.1637
6.37
1.26
1.00
0.36
0.00
34
3B
6.0
0.07
0.70
0.049
0.20
0.00
0.20
0.0559
0.0200
2.0
0.0833
4.1650
2.82
0.99
3.5192
0.1466
0.1652
4.74
1.27
1.00
0.20
0.00
34B
3B
B.0
0.12
0.75
0.090
0.36
0.00
0.36
0.0617
0.0200
2.0
0,0833
4.1650
3.23
0.98
3.5192
0.1466
0.1637
6.34
1.26
1.00
D.36
0.00
36
3B
B.p
0.22
0.55
0.121
0.48
0.00
0.46
0.0375
0,0200
2.0
0.0833
4.1650
3.98
0.95
3.5192
0.1466
0.1593
6.29
1.27
1.00
0.48
0.00
40
3B
8.0
0.15
0.70
0.105
0.42
0.00
0.42
0.0348
0.0200
2.0
0.0833
4.1650
3.81
0.97
3.5192
0.1466
0.1622
5.73
1.40
1.00
0.42
0.00
42
3B
8.0
0.14
0.65
0.091
0.36
0.00
0.36
0,0348
0.0200
2.0
0.0633
4.1650
3.61
0.97
3.5192
0.1466
0.1622
5.39
1.48
1.00
0,36
0.00
50
3B
6.0
0.10
0.60
0.060
0.24
0.00
0.24
0.0217
0.0200
2.0
0.0833
4.1650
3.38
0.98
3.5192
D.1466
0.1637
3.91
1.54
1.00
0.24
0.00
STRUCl'r1RE
DRAINAr�
D
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FLOW TYPE.
IIVI,Er
TYPE
AREA
(FTC)
PERIMETER
(FT)
A
(ACRES)
C
I
ON1FiR)
Q
(CFBJ
YD-1
24"NyloplastYardlnlet
1.40
21.73
0.27
0.30
4.00
0.324
0.35
WEIR FLOW
YD-1
24" Nyloplast Yard Inlet
1.40
21.73
0.27
0.30
6.50
0.527
0.48
WEIR FLOW
YD-1
24" Nyloplast Yazd Inlet - 50% clogged
0.70
10.87
0.27
0.30
4.00
0.324
0.55
WEIR FLOW
YI}1
24"NyloplastYardlrilet-50%clogged
0.70
10.87
0.27
0.30
6.50
0.527
0.77
WEIR FLOW
YD-2
12" Nyloplast Yard Inlet
0.43
11.19
0.14
0.50
4.00
0.280
0.49
WEIR FLOW
YD-2
12" Nyloplast Yard Inlet
0.43
11.19
0.14
0.50
6.50
0.455
0.68
WEIR FLOW
YD-2
12" Nyloplast Yard Inlet- 50% clogged
0.22
5.60
0.14
0.50
4.00
0.280
0.75
WEIR FLOW
YD-2
12"N to IastYardInlet-50%clogged
0.22
5.60
0.14
0.50
6.50
0.455
1.86
WEIR FLOW
YI)-3.
12"Nyloplast Yard Inlet
0.43
11.19
0.17
0.50
4.00
0.340
0.56
WEIR FLOW
YD-3
12" Nyloplast Yard Inlet
0.43
11.19
0.17
0.50
6.50
0.553
0.78
WEIR FLOW
YD-3
12" Nyloplast Yazd Inlet - 50% clogged
0.22
5.60
0.17
0.50
4.00
0.340
1.04
WEIR FLOW
YD-3
12"NybplastYazdInlet-50%clogged
0.22
S.fiO
0.17
0.50
6.50
0.553
2.74.
WEIR FLOW
YD-4
12" Nyloplast Y
SCOTT R. LLINSZ
U Lic. No. 0357911�
08/31/20�
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for inlets draining to stormwater management facilities, where owdand flow to facilities is not available, 100% capture is required at 6.5in/hr W Q 7
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grate inlets (DI-7) in open paeement areas will not haw a curb spread, but will haw inlet spread and depthCD
for inlets draining to stormwater management facilities, the 6.5in/hr check storm will suffice for the 10yr conveyance to the facilities w w w
NOTE: Inlet size for structures determined by oeedand flow. Pipes hate been sized to include overland flow as well as yard inlet and roof drain drainage areas.
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grate inlets (DI-7) in open paeement areas will not haw a curb spread, but will haw inlet spread and depth a
for inlets draining to stormwater management facilities, the 6.5in/hr check stone will suffice for the 10yr conveyance to the facilities SHEET NO. m
NOTE: Inlet size for structures determined by overland flow. Pipes have been sized to include overland flow as well as yard inlet and roof drain drainage areas.
STRUCTURE DRAINAGE
rCD
ui 09 Lu
o
aLn
r
aL9
rd Inlet - 50% clogged
aiR r
Nylopl18
ast Yard Inlet - 50% clogged
INLETS ON GRADE, DESIGN (CURB SPREAD AND INLET CAPTURE)
Intensity 6.50 (Intensity is 4 in/hr for spread, and 6.5 in/hr for capacity and depth)
Mannings Coefficient, n is 0.013
Inlet
Hydrology
Curb and Gutter
Inlet
c
� d
a
N n C
U O>
V
c
0
i0 U m C
°> �
m 0 V d
Y
'rn
r d >
o >
m a
O
� o
�
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o
c (p) $
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� E
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vi �d w
m in �i � J uI O d IY
4
36
8.0
0.09
0.65
0.059
0.38
0.00
0.38
0.0726
0.0200
2.0
0.0833
4.1650
3.20
0.99
3.5192
0.1466
0.1652
6.78
1.18
1.00
0.38
0.00
4B
36
8.0
0.15
0.55
0.083
0.54
0.00
0.54
0.0726
0.0200
2.0
0.0833
4.1650
3.84
0.97
3.5192
0.1466
0.1622
7.91
1.01
1.00
0.54
0.00
6
3B
10.0
0.11
0.75
0.083
0.54
0.00
0.54
0.0996
0.0200
2.0
0.0833
4.1650
3.43
0.98
3.5192
0.1466
0.1637
8.65
1.16
1.00
0.54
0.00
10
3B
6.0
0.12
0.70
0.084
0.55
0.07
0.62
0.0200
0.0200
2.0
0.0833
4.1650
4.88
0.91
3.5192
0.1466
0.1534
5.89
1.02
1.00
0.62
0.00
12
3B
6.0
0.16
0.70
0.112
0.73
0.00
0.73
0.0505
0.0200
2.0
0.0633
4.1650
4.37
0.93
3.5192
0.1466
0.1564
8.25
0.73
0.90
0.66
0.07
10
12B
3B
12.0
0.33
0.65
0.215
1.39
0.00
1.39
0.0505
0.0200
2.0
0.0833
4.1650
5.58
0.85
3.5192
0.1466
0.1446
11.36
1.06
7.00
1.39
0.00
14
3B
8.0
0.14
0.65
0.091
0.59
0.00
0.59
0.0603
0.0200
2.0
0.0833
4.1650
3.91
0.96
3.5192
0.1466
0.1608
7.84
7.02
7.00
0.59
0.00
i6
38
6.0
0.12
0.70
0.084
0.55
0.00
0.55
0.0223
0.0200
2.0
0.0833
4.1650
4.57
0.92
3.5192
0.1466
0.1549
5.75
1.04
1.00
0.55
0.00
18
38
12.0
0.42
0.70
0.294
1.91
0.00
1.91
0.0319
0.0200
2.0
0.0833
4.1650
6.84
0.75
3.5192
0.1466
0.1300
12.04
7.00
1.00
1.91
0.00
20
36
10.0
0.35
0.70
0.245
1.59
0.00
1.59
0.0233
0.0200
2.0
0.0833
4.1650
6.78
0.77
3.5192
0.1466
0.1329
10.02
1.00
1.00
1.59
0.00
22
3B
8.0
0.16
0.70
0.126
0.82
0.00
0.82
0.0223
0.0200
2.0
0.0633
4.1650
5.32
0.87
3.5192
0.1466
0.1476
7.02
1.14
1.00
0.82
0.00
24
38
6.0
0.04
0.60
0.024
0.16
0.00
0.16
0.0162
0.0200
2.0
0.0833
4.1650
3.04
0.99
3.5192
0.1466
0.1652
3.97
2.02
1.00
0.16
0.00
26
36
6.0
0.05
0.75
0.038
0.24
0.00
0.24
0.0200
0.0200
2.0
0.0633
4. t650
3.45
0.97
3.5192
0.1466
0.1622
3.86
7.55
1.00
0.24
0.00
28B
38
6.0
0.03
0:60
0.018
0.12
0.00
0.12
0.0353
0.0200
2.0
0.0833
4.1650
2.35
1.00
3.5192
0.1466
0.1666
3.31
1.81
1.00
0.12
0.00
30
3B
6.0
0.07
0.70
0.049
0.32
0.00
0.32
0.0719
0.0200
2.0
0.0833
4.1650
3.00
0.99
3.5192.
0.1466
0.1652
6.27
0.96
1.00
0.32
0.00
30B
3B
B.0
0.09
0.70
O.l)63
0.41
0.00
0.41
0.0659
0.0200
2.0
0.0633
4.1650
3.35
0.98
3.5192
0.1466
0.1637
6.83
1.17
1.00
0.41
0.00
32
3B
8.0
0.15
0.60
0.090
0.59
0.00
0.59
0.0627
0.0200
2.0
0.0633
4.1650
3:87
0.96
3.5192
0.1466
0.1608
7.90
1.01
1.00
0.59
0.00
34
3B
6.0
0.07
0:70
0.049
0.32
0.00
0.32
0.0559
0.0200
2.0
D.0833
4.1650
3.14
0.99
3.5192
0.1486
0.1652
5.82
1.03
1.00
0.32
0.00
348
38
8.0
0.12
D.75
0.090
0.59
0.00
0.59
O.D617
0.0200
2.0
0.0833
4.1650
3.88
0:96
3.5192
0.1466
0.1608
7.86
7.02
1.00
0.59
0.00
36
36
8.0
0.22
0.55
0.121
0.79
0.00
0.79
0.0375
0.0200
2.0
0.0833
4.1650
4.76
0.90
3.5192
0.1466
0.1520
7.93
1.01
1.00
0.79
0.00
40
38
9.0
0.15
0.70
0.105
0.68
0.00
0.66
0.0348
0.0200
2.0
0.0833
4.1650
4.57
0.92
3.5192
0.1466
0.1549
7.22
1.11
1.00
0.66
0.00
42
36
8.0
0.14
0.65
0.091
0.59
0.00
0.59
0.0348
0.0200
2.0
0.0833
4.1650
4.34
0.92
3.5192
0.1466
0.1549
6.80
1.18
1.00
0.59
0.00
50
36
6.0
0.10
0.60
0.060
0.39
0.00
0.39
0.0217
0.0200
2.0
0.0833
4.1650
4.05
0.95
3.5192
0.1466
0.1593
4.87
1.23
1.00
0.39
0.00
D
(IN)
FLOW TYPE
INLET
TYPE
AREA
(FT2�
PERIMETER
(FT)
A
(ACRES)
C
I
(IN/BR)
Q
(CFS)
44
DI-1
2.33
]0.00
0.35
0.35
4.00
0.49
0.8
WEIR FLOW
44
DI-1
2.33
10.00
0.35
0.35
6.50
0.80
1.1
WEIR FLOW
44
DI-1 - 50% clogged
1.17
5.00
0.35
0.35
4.00
0.49
1.2
WEIR FLOW
44
DI-1 - 50% cloyed
1.17
5.00
0.35
0.35
6.50
0.80
1.7
WEIR FLOW
48
DI-1
2.33
10.00
0.11
030
4.00
0.13
0.3
WEIRFLOW
48
DI-1
2.33
10.00
0.11
0.30
6.50
0.21
0.4
WEIR FLOW
48
DI-1 - 50% clogged
1.17
5.00
0.11
030
4.00
0.13
0.5
WEIR FLOW
48
DI-1 - 50% clogged
1.17
5.00
0.11
0.30
6.50
0.21
0.7
WEIR FLOW
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)
Mannings Coefficient, n is 0.013
Inlet
Hydrology
Curb and Gutter
Inlet
C
c
�
�
Y1
a
y
d
L
�°
L
m
L
O
O
S
C
o
3
�
o
v
o
m
r
m
fi
m
E
S
E
G
U O O
d
N«
33
aa
left
0.05
0.50
0.025
0.10
0.00
0.10
0.0010
0.0200
2:0
0.0200
1.0000
4.33
right
0.13
0.50
0.065
0.26
0.00
0.26
0.0010
0.0200
2.0
0.0200
1.0000
6.20
10B
3C
8.0
combined flow
0.4
0.06
0.124
2.83
left
0.06
0.70
0.042
0.17
0.00
0.17
0.0010
0.0200
2.0
0.0200
1.0000
5.26
right
0.05
D.70
0.035
0.14
0.00
0.74
0.0010
0.0200
2.0
0.0200
1.0000
4.91
28
3C
B.0
combined flow
0.3
0.05
0.111
2.55
left
0.03
0.85
0.026
0.10
0.00
0.10
0.0010
0.0200
2.0
0.0833
4.1650
4.36
right
0.03
0.65
0.026
0.10
0.00
0.10
0.0010
0.0200
2.0
0.0833
4.1650
4.36
38B
3C
8.0
combinetl flow
0.2
0.04
0.085
1.94
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)
Mannings Coefficient, n is 0.013
Inlet
Hyd
PLANT
LIST
SYMBOLI
BOTANICALNAME
COMMON NAME
SIZE
CANOPY
STREET TREE QUANTITY
SITE QUANTITY
ITOTALCANOPY
CANOPY TREES
AR
ACER RUBRUM OCTOBER GLORY
OCTOBER GLORY RED MAPLE
1-1/2" cal.
397
17
6749
AS
ACER SACCHARUM GREEN MOUNTAIN
GREEN MOUNTAIN SUGAR MAPLE
1-1/2" cal.
195
7
1365
ASL
LEGARY SUGAR MAPLE
ACER SACCHARUM TEGACY'
1-1/2" cal.
195
16
3120
BN
BETULA NIGRA
RIVER BIRCH
10-12' ht.
397
18
7146
GB
GINKGO BILOBA TRINCETON SENTRY'
PRINCENTON SENTRY GINKGO
1-1/2" cal.
14
3
42
LSR
LIQUIDAMBARSTYRACIFLUA
ROTUNDILOBA AMERICAN SWEETGUM
1-1/2" cal.
206
11
2266
QB
QUERCUS BICOLOR
SWAMP WHITE OAK
1-1/2" cal.
299
4
1196
QC
QUERCUS COCCINEA
SCARLET OAK
1-1/2" cal.
370
9
3330
QP
QUERCUS PHELLOS
WILLOW OAK
1-1/2" cal.
370
23
8510
QS
QUERCUS SHUMARDII
SHUMARD OAK
1-1/2" cal.
329
29
9541
UAP
PRINCETON ELM
JULMUSAMERICANA TRINCETON'
1 1-1/2" cal.
1 397
1 14
1
1 5558
UPA
ULMUS PARVIFOLIA
JALLEE ELM
1 1-1/2" cal.
1 366
1
1 2
1 732
UNDERSTORY TREES
CFA
CORNUS FLORIDA
APPALACHIAN SPRING DOGWOOD
6-T ht.
124
10
1240
MG
MAGNOLIA GRAN DIFLORA'LITTLE GEM'
LITTLE GEM MAGNOLIA
6-8' ht.
82
13
1066
MV
MAGNOLIA VIRGINICA
SWEETBAY MAGNOLIA
6-T ht.
113
10
1130
PA
PRUNUS SUBHIRTELLA'AUTUMNAUS'
AUTUMNALIS CHERRY
6-8' ht.
77
3
231
SCREENING
MN
ILEX'MARY NELL'
MARY NELL' HOLLY
4-5' ht.
1 44
1
8
352
PS
PINUSSTROBUS
JEASTERN WHITE PINE
I 4-5'ht.
1 118
1
22
2596
JV
JUNIPERLISVIRGIN IANA
EASTERN RED CEDAR
4-5'ht.
16
1
25
400
SHRUBS
CJ
CALLICARPA AMERICANA
AMERICAN BEAUTYBUSH
24" min
12
78
936
IG
ILEX GLABRA'SHAMROCK'
SHAMROCK INKBERRY HOLLY
24" min
23
59
1357
JN
JASMINUM NUDIFLORUM
WINTERJASMINE
24" min
154
55
8470
MP
MYRICA PENNSYLVANICA
NORTHERN BAYBERRY
24" min
79
54
4266
NHD
NANDINA DOMESTICA
HARBOUR DWARF NANDINA
24" min
156
149
23244
VB
VIBURNUM X BURKWOODII
BURKWOOD VIBURNUM
30" min
22
55
1210
VP
IVIBURNUMXPRAGENSE
PRAGUEVIBURNU
4-5'ht
36
13
1 468
TOTAL
TOTAL
96521
DOUBLE STRAND #22 GAUGE WIRE
WITH RUBBER HOSE & TURNBUCKLES
2"x2" HARDWOOD STAKE
CUT & REMOVE BURLAP FROM TOP
2/3 OF BALL AS SHOWN
SCARIFY SUBSOIL TO 4" MIN. DEPTH
MULCH SAUCER
FINISHED GRADE
TREES UP TO 4" CAL. SHALL BE STAKED.
TREES 4" CAL. OR LARGER SHALL BE
GUYED WITH 3 EQUALLY SPACED
TWISTED, #22 GAUGE WIRE WITH HOSE
AND TURNBUCKLES. LOOP HOSE
AROUND TRUNK ABOVE BRANCHES
AS SHOWN, FLAG WIRES WITH
COURVEY TAPE. REFER TO SPECS
FOR ADDITIONAL INFORMATION.
AMENDED:SOIL MIX
COMPACTED SUBGRADE
Tree Planting and Staking Detail
Not To Scale
TOTAL ACREAGE OF SITE: 8.78 AC
DENSITY: 6 UNITS/ACRE
REQUIRED CANOPY: 76,491 SF (.20 * 8.78 AC * 43,560 SF/1 AC)
TOTAL DESIGNED CANOPY: 96,521SF
Evergreen Tree Planting Detail
Not To Scale
TREES UP TO 4" CAL. SHALL BE STAKED
WITH 2-2"x2" HARDWOOD STAKES.
TREES OF4" CAL. OR LARGER SHALL BE
GUYED WITH 3 EQUALLY SPACED, TWISTED,
AND TURNBUCKLES. LOOP HOSE AROUND
TRUNK. FLAG WIRES WITH COURVEY TAPE.
REFER TO SPECIFICATIONS FOR
FURTHER INFORMATION
GUYWIRES WITH RUBBER HOSE AND
TURNBUCKLES 2/3 UP TREE
2"x2" HARDWOOD STAKES, ALIGN
TOP OF STAKES
MULCH SAUCER
AMENDED SOIL MIX
CUT AND REMOVE BURLAP FROM TOP
1/3 OF BALL AS SHOWN
SCARIFY SUBSOIL TO 4" MIN. DEPTH
COMPACTED SUBGRADE
1992 3.38
�+^ CORRECT TRUNK ARMORING
TRIANGULAR BOARD FENCE
Source: Va. DSWC Plate 3.38-2
ID-401
Lic. No. 035791,E
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1 .ALL TREES TO BE PRESERVED AND PROTECTED SHALL BE MARKED WITH PAINT OR
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;ED LANDSCAPING
EASEMENT
6 PSJ \
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DISTURBING ACTIVITY SHALL BEGIN UNTIL THE TREE MARKING HAS BEEN INSTALLED BY
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'- —1 + "� 1\ \ J� TREES TO BE PRESERVED AND PROTECTED. H N N
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3 TEMPORARY EROSION CONTROL MEASURED AND/OR PERMANENT STORMWATER. 00
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EASEMENT NOT ADVERSELY AFFECT TREES TO BE PRESERVED AND PROTECTED.
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NSF THIRD MESA LLG 5. TOXIC MATERIALS SHALL NOT BE STORED WITHIN 100 FEET OF THE OUTSIDE DRIPLINE
DB 4841 PG 138 OF TREES TO BE PRESERVED AND PROTECTED.
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LOT 39 / LOT 38 LOT 37 LOT 36 35 — — — — _
\ )1 it/ , II � .. I � I � SHALL BE REQUIRED WHEN DEEMED, BY THE COUNTY ENGINEER, THAT TRENCHING WILL
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4 / _ -LANDSCAPE AS - al I,. -0\ _. --'T I n 2AS \ PRESERVED AND PROTECTED SHALL BE REPAIRED IMMEDIATELY, IN ACCORDANCE WITH
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( \ A / SPECIALIST.N
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DRIVEN W BAR EVERY 18" OVER THE ROOT ZONE THE BAR S
MOVED BACK AND FORTH IN EACH HOLE UNTIL SOIL ISN
LOT29 R-
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- - - - T - / / - /,. -p I • I i1 'I� .1CONTROL PLAN MEASURES REMOVED DURING THE FINAL CLEAN-UP.
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ALBEMARLE SOCIETY FOR THE \ TMP 45-112F MATC DEDICATED TO THE HOA s I iASL° \ - - - - - 2. ALL SITE PLANTINGS OF TREES AND SHRUBS SHALL BE ALLOWED TO REACH, AND BE W ~�
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PREVENTION OF CRUELTY TO N/F FOUNDATIONS LLC � , ,
ANIMALS INC \ C/O FOUNDATIONS CHILD DEVELOPMENT SEE SHEET 20 \4 AR it loli \ - - -� 3 CFA �1 AND TREES SHALL BE PRUNED MINIMALLY AND ONLY TO SUPPORT THE OVERALL L9
DB 2036 PC 777 DB 2834 PG 1 i` G� \ �� HEALTH OF THE PLANT. O 1 Z
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° Q ° lJ ACCORDANCE WITH EITHER THE STANDARDIZED LANDSCAPE SPECIFICATIONS JOINTLY Q Q
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STREETTREES PROVIDED So O.C. AND 5 to FROM PROPOSED UTILITIES. I- Q
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PROPOSED STREETTREES:18
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\ DRIVE TL 4. PARKING LANDSCAPE REQUIREMENTS TREES: 8
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LU W
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CD
EMERGENCY ACCESS & WOODBURN RD INTERSECTION SIGHT DISTANCE o CD CD to co
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0
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LU
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EMPIRE ST & BERKMAR DR INTERSECTION SIGHT DISTANCE Z Q Z Q
= LL �
U c/1
Y 0
W
~ O =
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VERTICAL GRAPHIC SCALE Z W
5 0 2.5 5 iQ .. LU
( IN FEET )
- U O
1 inch = 5 R.
miW
J
HORIZONTAL GRAPHIC SCALE <
50 0 25 50 100 200
0 O
IN FELT ) LU
50 ft.
H
W �
W
Q W
d Ln
JOB NO.
182152
SCALE
1" = 50�
SHEET NO.
22
585
585
NT.
OF
O
BJ.=3.5'
\
580
\
580
LINE OF SIGHT
(TYP.)
L
S/GyT
575
�7ST,q
575
C,
390•
570
570
565
EXISTING
GRADE
('TYP.)
H . OF
SIGHT DISTAN
I
E=390'
6
5 5
fYE=3.5
—
HT. OF
�
\
OBJ.= 3�5'
560
560
1J
PROPOSED
GRADE
(TYP.)
555
555
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O
CO
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SIGHT DISTANCE=ago'
HT. O F
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5zo
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EYE=3.5'
5zo
1
PROPOSED GRADE(TYP.)
_SIGHTD�S
_TANCE=390
�
515
EXISTING GRADE (TYP.)
515
HT. OF
OBJ.=3.5'
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5io
Ol
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