HomeMy WebLinkAboutSDP202000042 Plan - Revision 2021-05-24GENERAL NOTES
OWNER:
IMP 45-112F1; IMP 45-112F2; IMP 45-84A; & IMP 45-85
BERKMAR DEVELOPMENT, LLC
2496 OLD IVY RD
CHARLOTTESWLLE, VA 22903
ENGINEER:
COLLINS ENGINEERING
200 GARRETT ST SUITE K
CHARLOTTESWLLE, VA 22902
(434)29J-3719
TAX MAP NO.:
04500-00-00-084AO, 04500-00-00-08500, 04500-00-00-0112F1, &
04500-00-00-0112F2
TOTAL AREA:
IMP 45-84A: 6.892 ACRES IMP 45-112F1: 0.571 ACRES
IMP 45-85: 0.777 ACRES IMP 45-112F2: 0.538 ACRES
TOTAL ACREAGE. 8.778 ACRES
ZONING:
R-6 RESIDENTIAL, CLUSTER DEVELOPMENT
AIRPORT IMPACT AREA & STEEP SLOPES OVERLAY
PROPOSED USE.
52 SINGLE FAMILY ATTACHED RESIDENTIAL UNITS
DENSITY.•
ALLOWABLE BY -RIGHT DENSITY: 6 DU/AC
PROPOSED DENSITY: &778 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 2590) = 2.19 AC
TOTAL OPEN SPACE PROPOSED: = 2.365 ACRES (26.99)
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 PRESER VA 77ON:
NONE REQUIRED WITH THE DEVELOPMENT
IMP 45-84 &`
45-84A2
PRESERVED/MANAGED
SLOPES: NO PRESERVED SLOPES ARE SHOWN WITHIN THE LIMITS OF THE PROPERTY. 4
ALBEMARLE
SMALL AREAS OF MANAGED SLOPES ARE LOCATED ON THE PROPERTY AND SHOWN ON
SOCIETY FOR THE
THE EXISTING CONDITIONS PLAN SHEET
PREVENTION OF
CRUELTY TO
ANIMALS, INC
BUILDING HEIGHTS:
MAXIMUM BUILDING HEIGHTS SHALL NOT EXCEED 35 FEET BUILDINGS SHALL BE 1
DB 2096 PC iff
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
LOTS
SIDE. • NONE - MIN. 10' BUILDING SEPARAT70N Lory
`\
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
\ LOT3
WATERSHED: SOUTHFORK RIVANNA RIVER WATERSHED \ L`
v
\
AGRICULTURAL/ FORESTAL DISTRICT NONE Lorz
TOPO & SURVEY: TOPOGRAPHY PROVIDED BY ROUDABUSH, GALE AND ASSOCIATES, ✓UNE 2018. THE
Lori
BOUNDARY LINE INFORMATION IS PROVIDED BY ROUDABUSH, GALE, AND ASSOCIATES. ` -
INFORMATION FIELD VERIFIED BY COLLINS ENGINEERING JUNE 2018.
OPEN SPACE
DATUM: NAD 83
EXISTING VEGETATION: PARTIALLY WOODED (IMP 45-112F1&45-112F2 ARE WOODED & IMP 45-84A&45-85
HAVE BEEN CLEARED AND WERE PREVIOUSLY USED AS A CONSTRUCTI0N STAGING SITE.)
LIGH77NG: NO SITE OR STREET LIGHTING IS PROPOSED W17H THIS PROJECT. ANY SITE
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 PROVIDED: 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 INVESTIGATION OF THE SITE THESE �
CEMETERIES WERE FIELD VERIFIED AND DELINEATED BY DARBY O'DONNELL, LLC IN -
NOVEMBER 2018. FIELD EXPLORAT70N 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, IDENTIFYING 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 WITH A GATE FOR ACCESS.
STREAM BUFFERS: NO STREAM BUFFERS ARE LOCATED ON THESE PROPERTIES OR WITHIN THE LIMITS OF
THIS PROJECT AREA.
FLOODPLAIN: THIS PROPERTY IS NOT IN A FLOODPLAIN ZONE AS SHOWN ON FEMA
MAP1151003CO229D, DATED FEBRUARY 4, 2005. THIS PROPERTY IS NOT LOCATED
WITHIN A DAM INUNDATION 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 32.7.9 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 50' O.C. IN ACCORDANCE WITH VDOT
AND ALBS. CO. STANDARDS
TRASH: EACH LOT SHALL HAVE AN INDIVIDUAL TRASH CONTAINER.
RECREATION AREA: REQUIRED RECREATI0NAL AREA: 52 UNITS x 200 SF = 10,400 SF
PROPOSED 10,400 SF (0.24 AC) INCLUDING (1) TOT LOT (2,515 SF) & (1) RECREATION
FIELD (7,885 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
RECREATIONAL PLAYFIELD
OPEN SPACE.• STREAM BUFFER OPEN SPACE. N/A
REC. AREA OPEN SPACE: 14,335 SF (0.329 AC) (0.24 AC MEETS ACTIVE REC. REQ.)
OPEN SPACE. 62,200 SF (1.428 AC)
STORMWATER POND OPEN SPACE: 26,485 SF (0.608 AC)
TOTAL OPEN SPACE: 103, 020 SF (2.365 AC)
OFFSITE EASEMENT ALL PROPOSED GRADING SHALL BE CONSTRUCTED ON SITE WITHIN EXISTING
BERKMAR OVERLOOK
FINAL SITE PLAN
SDP2020=42
RIO DISTRICT - ALBEMARLE COUNTY, VIRGINIA
45-76A
ESTES ISABEL T
DB 3 8 PC 386
LOT6
r r
/ r OPEN SPACE
IMP 45-76D
BRANDT, JOHN E
DB 1628 PC 12
WEBER, LEWI A LIVIN TRUST
\ DB 4998 PC 441
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IMP 45-76B
JOHNSTON, JACOBA KAY
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N/F ALBEMARLE SOCIETY FOR THE
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DB 2096 PC iff
1 IMP 45-112F
\N/F FOUNDATIONS LLC
CIO FOUNDATIONS CHILD DEVELOPMENT
1 DB 2834 PC i _
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RIGHT-OF-WAY, OR WITHIN EXISTING EASEMENTS.. NO OFFSITE EASEMENTS ARE NEEDED FIRE FLOW CALCULATION: AREA CALCULATIONS
NOTES: PROPOSED WITH THIS DEVELOPMENT. LAND USE AREA ACREAGE
1) THIS PROPERTY DOES NOT LIE WITHIN AN AGRICULTURAL AND/OR FOREST DISTRICT. NFF=(C)(0)[s+(X+P)] =1,750 x o.85 x [1+(0.22+o)] =1,815 GPM x o.5o (SPRINKLERS) = 95o GPM NFF LOTS 4.340 AC (49.4%)
2 ONLY 1 DWELLING PER LOT SHALL BE PERMITTED. n * * A OPEN SPACES 2.365 AC (26.9%)
c) — — —
C-i8FA o. -i8 i. 6 0 0. -i oGPM ROUNDED
( ) 5 53,3 5 75 (ROUNDED)
RIGHT OF WAY 2.073 AC ( 23.7/0)
3) ALL PROPOSED EASEMENTS SHALL BE DEDICATED TO EITHER PUBLIC USE OR PRIVATE USE, AS SHOWN ON THE PLANS. CONSTRUCTION TYPE - CLASS I WOOD FRAME CONSTRUCTION=1.5 TOTAL: 8.778 AC
4) STREET TREES SHALL BE PROVIDED ALONG ALL THE PUBLIC STREET 50' O.C. IN ACCORDANCE WITH VDOT AND ALBEMARLE COUNTY A=2FLOORS X i,8i5SF=3,630SF(TYPICAL TOWNHOME)
STANDARDS. 0 = OCCUPANCY FACTOR = o.85 FOR C-2 COMBUSTIBLE
5) THIS PROPERTY IS NOT LOCATED WITHIN A DAM INUNDATION ZONE. X=0.22 FOR o' AWAY BUILDING EXPOSURE BETWEEN i-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) 5o% REDUCTION IN NFF FOR AUTOMATIC SPRINKLERS ALL STORMWATER MANAGEMENT FACILITIES,
52 SINGLE FAMILY ATTACHED UNITS - CODE 220
ADT: 381 VPD (igo.5 ENTER/ igo.5 EXIT)
AM PEAK: 24 VPH (6 ENTER/ 18 EXIT)
PM PEAK: 29 VPH (18 ENTER/n EXIT)
STREAM BUFFERS, FLOODPLAIN, AND
MANAGED/PRESERVED SLOPES = 74%-
THIS AREA IS GREATER THAN THE REQUIRED 20%.
GENERAL BUILDING DEPARTMENT NOTES.,
1. WHERE 7HE FLOOD LEVEL RIMS OF PLUMBING FIXTURES ARE BELOW 7HE ELEVA77ON OF THE
MANHOLE COVER OF THE NEXT UPSTREAM MANHOLE IN THE PUBLIC SEWER, THE FIXTURES
SHALL BE PROTECTED BY A BACKWATER VALVE INSTALLED IN THE BUILDING DRAIN BRANCH OF
THE BUILDING DRAIN OR HORIZONTAL BRANCH SERVING SUCH FIXTURES. PLUMBING FIXTURES
HAVING FLOOD LEVEL RIMS ABOVE 7HE ELEVA77ON OF THE MANHOLE COVER OF THE NEXT
UPSTREAM MANHOLE IN 7HE 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 7HE MAIN TO THE STRUCTURE MUST
HAVE A VISUAL INSPECT70N PERFORMED BY 7HE BUILDING DEPARTMENT.
VICINITY -TAP
;SCALE: 1" = 2000
Sheet List Table
Sheet
Number
Sheet Title
i
COVER
z
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
to
UTILITY NOTES & DETAILS
ii
ROAD AND WATERLINE PROFILES
12
SANITARY SEWER PROFILES
13
SANITARY SEWER PROFILES
14
DRAINAGE PROFILES
15
DRAINAGE PROFILES
16
DRAINAGE MAP
17
DRAINAGE CALCULATIONS
18
DRAINAGE CALCULATIONS
19
LANDSCAPING PLAN
zo
LANDSCAPING PLAN
21
SIGHT DISTANCE PROFILES
22
SIGHT DISTANCE PROFILES
22 TOTAL NUMBER OF SHEETS
NOTE: IN ACCORDANCE WITH THE 203.8INTERNATIONAL 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
EXIS71NG CULVERT
a
0
CULVERT
0
DROP INLET & STRUCTURE NO.
CURB
CURB & GUTTER
O
0
PROPOSED PAVEMENT
EC-JA DITCH
DEPTH OF EC-3A DITCH
EC-2 DITCH
DEPTH OF EC-2 DITCH
,,,—•,•
EARTH DITCH
DRIVEWAY CULVERT
BENCH MARK
CLEARING LIMITS
T
zw EXISTING CONTOUR
y0p PROPOSED CONTOUR
240.55 VDOT STANDARD STOP SIGN
PROPOSED SPOT ELEVATION
APPROVALS DATE
DEPARTMENT OF COMMUNITY DEVELOPMENT
PLANNER/ZONING
ENGINEER
INSPECTIONS
A"
DEPARTMENT OF FIRE RESCUE
ALBEMARLE COUNTY SERVICE AUTHORITY
VIRGINIA DEPARMENT OF TRANSPORTATION
HEALTH DEPARTMENT
SCOTT/R. CB•LL
No. 35791
�0, 5/ 19/2021
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ALBEMARLE SOCIETY FOIE THE � � � ' � - - - _ _ / / / r / / ZONING=HC
NOTES: ' PI�EVENTION OF CRU�TY TO / _--_ - // / i // / / / USE: VACANT / I
/ // ANIMALS, IN
1. THIS PROJECT IS NOT LOCATED WITHIN FLOODPLAIN LIMITS, BASED ON FEMA MAP / DB 2096 Pp III
/ NUMBER 51003CO229D ADOPTED FEBRUARY 4, 2005. / USE: KENNELS
/ 2. TOPOGRAPHY PROVIDED BY ROUDABUSH & GALE, FIELD COLLECTED IN JUNE, 2018. - - - - - - - - - - - - - / / C1 COMMERCIAL / / / / / /' - - - - - - - / /
/ THE BOUNDARY LINE INFORMATION IS PROVIDED BY ROUDABUSH, GALE &
ASSOCIATES. TOPOGRAPHY HAS BEEN FIELD VERIFIED IN NOVEMBER 2019. - _ _ _ / / / //
3. NO PRESERVED STEEP SLOPES ARE LOCATED ON THE PROPERTY. THE MANAGED I � / / / //
STEEP SLOPES ARE LABELED. / - - - - - - - / / /
4. NO 100' WPO STREAM BUFFERS ARE LOCATED ON THIS PROPERTY. / / \ \ / / / / / / / \ \ - - - - - -
/ 5. BUILDING OR STRUCTURES BUILT BEFORE JANUARY 1, 1985 MUST HAVE AN / / / /
/ ASBESTOS SURVEY PERFORMED IN ORDER TO APPLY FOR A DEMOLITION PERMIT.
/ ASBESTOS REMOVAL PERMITS ARE REQUIRED IF POSITIVE FOR SUCH FROM /
ALBEMARLE COUNTY AND VDOLI. CONTACT VDOLI FOR THEIR ADDITIONAL — / \ \ / / / / _ _ \ \ I 1 I �P Q ph vw
REQUIREMENTS AND PERMITS FOR DEMOLITION PROJECTS AT 540-562-3580 x131. ' / \ \ \ / / / / / / // \ _ \ \ 1 I I / i' / � �� \ / / �\ o Q PC,3
6. ALL EXISTING BUILDING WATER LINES FROM THE WELL AND EXISTING DRAIN LINES
— — AND DRAIN FIELDS SHALL BE REMOVED IN ACCORDANCE WITH VDH GUIDELINES
AND REQUIREMENTS.
7. ALL OF THE INDIVIDUAL INTERNAL PARCEL BOUNDARIES WILL BE VACATED WITHIN —
THE PROJECT BOUNDARY. - - / / / / / / \
--- _ 8. DRAINFIELDS EXIST ON THE PROPERTY FOR THE EXISTING STRUCTURES. THE �� GRRPHIC SCALE
0 20 / / 4o a0 \ � �16
LOCATION OF THE DRAINFIELDS IS UNKNOWN. THE EXISTING DRAINFIELDS SHALL
BE LOCATED AND ABANDONED DURING CONSTRUCTION IN ACCORDANCE WITH VDH
GUIDELINES AND REQUIREMENTS.
IN FEET
1 )
�nch = 40 ft.
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182152
SCALE
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SHEET NO.
2
co v' LOT 49 o I vvl l n 2 uA I tZt \ \ \
+ PROPOSED OPEN SPACE C \ RECREATION P 9 D.B.PG.
I N ~ PROPOSED 6' - PROPOSED 5' DETAIL.THIS SHEET TOT LOT o.3z9 ACRES \\ FIELD \ o �SE o 1pyo
z' ENCROACHMENT °- 110' PLANTING STRIP fC FI CONCRET�SID�EWALK 11[j I N 2,515 sf OP N.SPACE HEREBY \�5 5f PROPOSED VDOT P 00 /pN y5x5
MY 1. FI 0 'SEE SHEET 3 \ STD. CG-1z (TYP.)
LOT 44 A FOR EQUIP. DEDI ATED TO THE HOA \\ x - �z TMP 45-82
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5 LOT 8 m p : n PLANTING STRIP \ a -
1� s 'MAX. SETBACK ^ SIGN (TYP.) \ 15`0° (PO- C N� - -
v PROPOSED VDOT Z (6) PROPOSED ON -STREET \ \ Z \
2' ENCROACHMENT +n �_ STD. CG-gD (TYP.) 1 II i 4 _ N 11z' / D PARKING SPACES (8'xzo') \ oyy\ �°o O / \\ F low m I n r14,
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D Z N P 1 , n A PROPOSED WALL n + +. 14 I i�i 25' MAX. SETBACK °o
LOT m o_ ` _ D Z N N H _PROPOSED P SIGN TYP.
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1'ENCROACHMENT 1 �b i�, a oy r +oo x�\ 5/ .-" LO 2
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1 VARIABLE WIDTH (TYP.) .-, ° \ \ 28'WALLAND
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VDOT STANDARD � TBA ANCE PROPOSED NO PARKING SIGN TYP. \
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O 2$' R - EASEMENT o -
TYPE 3 BARRICADE • of . ,.z8 _ . '.: " • : .. • . � r S 'I r . I � MIND .. 1$ \ _• N \
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6' • I (MIN.) RAGE
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SPACES (8'x2o')SPACES SHALL BE H 'CONCRETE SIDEWALK (TYP.) I N ( GARAGE
00 t" ; , 3 zoxzo' n GARAGE PROPOSED NO PARKING SIGN (TYP.)
STRIPED OUT AS SHOWN UNTIL `a N (TYP.) zoxzo zoxzo i EPAR I
( VAR. WDTH WALL AND - G SEP
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PROPOSED VDOT I I I LOT 6 35 IGII 1 N i n \
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D.B. PG. \ -- ---- --- --------------- ---- -----I �28' OPENSPACEB EASEMENT I I i Dgo I03 I`
1' ENCROACHMENT, 0.399 ACRES D.B. PG. e
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Albemarle County
Public Road Acceptance ProcedureTH OFF
The processing and inspection of public roads is administered by VDOT The County is not involved in O ��
this process until the road is ready for acceptance. When the road is ready for acceptance, provide the ✓
following items to the County. ScOTT R. LLINSZI
35791
1. Inspection Request and fee �� 05/19/2021 �;
A form and fee are required for each project as indicated on plans or bonds, or as requested for board resolution if p� ]
smaller phases or individual roads are recommended for acceptance. N511 E�Gt
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2 As -built plan a roved b VDOT and co ies of all recorded drainage easements sight easements and ONAL
P PP Y P g Sh
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 are in 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
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weeks before actual acceptance takes place, and VDOT issues a formal memo to the County with the road additions and
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new route numbers. This final notification is needed for bond release. For partial bond releases prior to this, some
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correspondence from VDOT for items inspected and approved is necessary. This is usually in the form of letters
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approving compaction reports, CBW 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 re ease, but only if outstanding items are not
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too broad. If the punchlist is not official, and only a courtesy review, it carries much less weight. In any case, if there
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are problems meeting the eligibility or occupancy minimums, and it is not known how long improvements may sit, or
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need replacement, partial releases may not be possible.
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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
field verifications should be cited and included. Tolerances should be noted. The items not built according to
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plan
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must be listed, with explanations. Deviation in pavement materials and thicknesses must be listed. If street trees or
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sidewalks, or other items were moved, or added, this should be noted. If drainage changed, by addition or deletion of
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culverts, inlets, or re -alignments of pipes or grades, this should be verified by revised computations and attached to the
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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 improvements and construction have been
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inspected, investigated and documented, and are certified in detail, and county staff' will not be in the position of
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discovering discrepancies and deficiencies in the field.
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_ E OPEN SPACE HEREBY n rn ra o �� 5. Certificate of Completion w
TMP 45.86 z z8 -, ,� � 5�) t k ` t , DEDICATED TO THE E HOA - • e e .. , PRC.• 32+6 -..�1 1� _: \ f� This form must be received for release of a bond. It is available on the county website. In the case of reductions, a
1 543° 31' 13 95°W 194 53� 34' zS' 1z' - • • • • • • ` ' - •8J I \ \ oo � letter listing the outstanding items that need to be completed before signing the certification is acceptable. It must be
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ALBEMARLE SOCIETY FOR 21 v
THE PREVENTION OF CRUELTY VARIABLE WIDTH WALL AND "; `; 4 MATCHLINE SEE SHEET4 /I o 9 no \ i Po signed bythe owner. This form says all subdivision unprovementshave 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-
TOANIMALS,INC. MAINTENANCE EASEMENT VAR. WIDTH LANDSCAPE S6S°3o' o % D"o LOT �I 6, \ built plans have been approved bv VDOT, and they have agreed to any discrepancies, which should be documented in
D.B. PG. MAINTENANCE EASEMENT S63'_, PROPOSED 5' + II / y Z x PROPOSED Cl PORCH & ' s acceptance correspondence orpunchlists.
NOTES: D.B. PG. W z68 4 e e 4 ` e 4 CONCRETE SIDEWALK i r" III ry, m 3' CONCRETE SIDEWALK (TYP.) I Fz� _ - -
1. RETAINING WALLS GREATER THAN 3 FEET IN HEIGHT REQUIRE A SEPARATE PROPOSED 1zV
-•--••-.•... OPEN SPACE A
BUILDING PERMIT. WALLS EXCEEDING 4 FEET IN HEIGHT REQUIRE A STAMPED STD. CG-6 (TYP) 0.608 ACRES
V
ENGINEERED DESIGN. e I OPEN SPACE HEREBY
EXISTING TREE LIMITS (TYP. " PROPOSED 6' DEDICATED TO THE HOA
2. ALL OPEN SPACES ARE HEREBY DEDICATED TO THE HOA. �I PLANTING STRIP
3. ALL NEW PUBLIC STREET RIGHT OF WAY SHOWN HEREON ARE HEREBY DEDICATED PROPOSED NO PARKING SIGN P. _ -
TO THE COUNTY FOR PUBLIC USE WITH THE SUBDIVISION PLAT. \ PROPOSEDS'
4. MAINTENANCE OF ALL STREET TREES AND THE PEDESTRIAN CROSSWALKS SHALL BE CONCRETE SIDEWALK S j11 Y °``
+ I PROPOSED NO PARKING SIGN (TYP.) , THE RESPONSIBILITY OF THE HOA. \ EXISTING ACCESS AND PARKING EASEMENT \III o,,
5. ACCORDING TO THE CODE OF VIRGINIA, SECTION 57-27.1, OWNERS OF PRIVATE TMP 45-112F FOR TMP45-222F, DB 2834, PG.1 io+gZ 2 I 11� .. PROPOSED SWM
PROPERTY ON WHICH A CEMETERY IS LOCATED SHALL ALLOW INGRESS AND EGRESS EASEMENT TO BE REPLATTED
— N/F FOUNDATION LLC FACILITY.
AND EXPANDED WITH FINAL - . . - y
TO THE CEMETERY BY (i) FAMILY MEMBERS OR DESCENDANTS OF DECEASED C/O FOUNDATIONS CHILD SUBDIVISION PLAT, D.B. PG.
PERSONS BURIED THERE; (ii) ANY CEMETERY PLOT OWNER; (iii) ANY PERSON DEVELOPMENT ROPosEp SPEED LIMIT SIGN
BUMPER BLOCK • tilt` \ W . .
ENGAGING IN GENEALOGY RESEARCH, WHO HAS GIVEN REASONABLE NOTICE TO
THE OWNER OF RECORD OR TO THE OCCUPANT OF THE PROPERTY OR BOTH. CONTRACTOR TO STRIPE NEW PARKING z
\ � PROPOSED PEDESTRIAN
SPACES WITH \
1 `' \ S CROSSWALK STRIPING
2' STRIPING TO PROVIDE z4' DRIVE + o
Berkman Overlook \ 15 PAR IN 1 1 - -O ° PROPOSED VDOT `
AISLE AND z8' PARKING SPACES " - o- SIGHT DISTANCE - - - - -
�- -5 Be STD. CIS (TYP.)
Miracle Recreation Pro OSdI A PAC S 12 w DAB EMENT
PG -
TMP 45-81
N/F THIRD MESA LLC
p
SWING GATE AND FENCING PER
•, :•^
CONNECT TO EXISTING
PARKING LOT CURB & GUTTER
r •.
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43 7-67-SCR-
AMERISTAR,MAGESTIC-AEGIS
\
. —
PLUS SEE SHEET 4
EXISTING
PARKING LOT
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= �� ---- -
-
E TAPE?
II III ./PROPOSEDST EET SIGN (TYP.)
EXISTING 5'CONCRETE SIDE
kMirade SWING GATE AND FENCING PER
AEGIS
AMERISTAR, SHEET
4 IC -AEGIS
PLUS SEE SHEET 4
Berkmar Overlook - Proposal A
Charlottesville, VA
SWING GATE AND FENCING PER TIMBER CPENING
AMERISTAR• MAGESTIC - AEGIS Kli
PLUS SEE SHEET 4J09R
MRPQ3D3CI It
Site Concepts L.L.C.
PO EU.235 PHIC E
3,
AIICH SWG FFAME
]1EBR2
B. EELT SEAT
W,C WN
2840
FRICTION WEAR MAT
32' %51• BLACK
93116]BN
68 no"
TOT
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CLIMBER \\`
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ADA STAIRS
s• RISE
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GROOVE II
SLIDE
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IMNSFFA T CLIMBER
POIM HER
7IBB51359 718787
RISKMANAGEMENTSIGN-ENGUSH e
]9] n TIA9ER0
RECYCED
MIRACLE TIMBERS
AIRMEN
V
BEMC*IC0NTEMPeH83MI ING
MRPOWL
SWING GATE AND FENCING IMMEDIATELY ADJACENT To TIMBER
KIT PER AMERISTAR, MAGESTIC - AEGIS PLUS SEE SHEET 4
R0098_44068930574
To promote sate and proper equipment use
by children. Miracle recommends the
THE PLA
PLANAR
Installedon of either a Miracle safety sign or
LAYOUT
COMPLIES TO ASTWCPSC
other appropriate safety signage near each
TO THE
and
' W
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w
IN
90 �' TIE-IN PROPOSED 5' COI
SNTDQSTPNCE'3 SIDEWALK TO EXISTING SID
SITE BENCH DETAIL
(PER MIRACLE RECREATION)
PORTABLE 1
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SIGHT DISTANCE
:EASEMENT
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m BERK ROUTE 1403 _
STATE - _
PROPOSED MILL &OVERLAY.
SEE DETAIL, SHEET 9.
DISTANCETO NEAR16o'
CETO NEAREST INTERSECTION =
.RETE pISTAN o
NALK INTERSECTION =35�
VILLA UNIT
GARAGE
20'X20' PORCH T,,
MIN.
20.7'
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i8' MIN.
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DRIVEWAY
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TYPICAL UNIT LAYOUT W/ DRIVEWAY
(N.T.S.)
LOT
NUMBER
LOT
AREA SF
LOT
AREA AC
1
3,703
0.085
2
3,093
0.071
3
3,920
0.090
4
3,615
0.083
5
3,311
0.076
6
4,574
0.105
7
4,182
0.096
8
3,267
0.075
9
3,136
0.072
10
3,136
0.072
11
3,877
0.089
12
4,051
0.093
13
3,180
0.073
14
3,093
0.071
15
3,093
0.071
16
3,180
0.073
17
4,269
0.098
18
4,051
0.093
19
3,223
0.074
20
3,136
0.072
21
3,136
0.072
22
3,223
0.074
23
5,314
0.122
24
4,312
0.099
25
3,180
0.073
26
4,051
0.093
LOT
NUMBER
LOT
AREA SF
LOT
AREA AC
27
4,704
0.108
28
3,180
0.073
29
3,267
0.075
30
4,138
0.095
31
4,269
0.098
32
3,093
0.071
33
3,223
0.074
34
4,008
0.092
35
4,269
0.098
36
3,485
0.080
37
3,311
0.076
38
3,833
0.088
39
3,790
0.087
40
3,093
0.071
41
3,049
0.070
42
5,532
0.127
43
3,833
0.088
44
3,180
0.073
45
3,223
0.074
46
4,095
0.094
47
3,920
0.090
48
3,049
0.070
49
3,093
0.071
50
3,136
0.072
51
3,180
0.073
52
3.790
0.087
4.1/E911112RF 7 IDIVdGlIq 7U1Z
I
II EXISTING 20' SANITARY
SEWER EASEMENT
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SCALE
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SHEET NO.
3
IV
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VAR. WIDTH LANDSCAPE
_\=w AINTENANCE EASEMENT /
_ D.B.PG.
PROPOSED MILL &OVERLAY.
SEE DETAIL, SHEET9. '
zz' EMERGENCY /wo
N58°z , \W \ ACCESS EASEMENT
S 45.z „ D.B.PG. / 4 E zz6.6z, W
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off PROPOSED REMOVABLE STEEL BOLLARDS.
a�O �lo' 0' \ S - /'SEE DETAIL, THIS SHEET. BOLLARDS TO /
u 32 z> BE INSTALLED AT BOTH ENDS OF ACCESS ESMT /
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JJJ 1. CONTRACTOR SHALL COORDINATE WITH RWSA AND ACSA DURING CONSTRUCTION OF THE CONNECTION TO THE EXISTING RWSA 12" WATERLINE. f
PROPOSED FIRE / / / \ CONTRACTOR SHALL USE DUE DILIGENCE TO PROTECT THE RWSA 12" WATERLINE DURING CONSTRUCTION. 0
O
HYDRANT ASSEMBLY / ROPOSED 8" zz.5° BEND 0 W z. CONTRACTOR SHALL VERIFY THE HORIZONTAL AND VERTICAL LOCATION, THE OUTSIDE DIAMETER AND THE PIPE MATERIAL OF THE 12" WATERLINE w
LOTS \ / / 3 PRIOR TO ORDERING THE TAPPING SLEEVE. RWSA SHALL BE CONTACTED 3 BUSINESS DAYS IN ADVANCE OF THE TEST PIT AND SHALL BE PRESENT u
ON DURING THE TEST PIT. THE TAPPING SLEEVE SHALL BE APPROVED BY RWSA PRIOR TO BEING ORDERED. THE TAPPING CONTRACTOR SHALL BE w
APPROVED BY RWSA PRIOR TO THE TAP. z 0�
/ LOT !} / / i // \ON SI �j� 3. A MINIMUM OF 3 BUSINESS DAYS' NOTICE SHALL BE GIVEN PRIOR TO INSTALLATION OF THE TAPPING SLEEVE. THE 12"X8" TAPPING SLEEVE AND VALVE (/� g w
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PROPOSED 8" CL. 52 DI WATERLINE �O q?� RN\ SHALL BE INSTALLED PLUMB. FOLLOWING THE PLACEMENT OF THE 12"X8" TAPPING SLEEVE, A CONCRETE PAD AND THRUST BLOCK SHALL BE PLACED
LOT 7 UNDER AND BEHIND THE TAPPING SLEEVE. Z o o
I s3 S9 4. A MINIMUM OF 3 BUSINESS DAYS' NOTICE SHALL BE GIVEN PRIOR TO ANY TEST PITS OR CASING INSTALLATION. a Z a
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LOT 12 LOT 3.
3 LOT 14 LOT 15 \ \�
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PROPOSED SANITARY SEWER /
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SANITARY SEWER EASEMENT FENCE WITH GATE AROUND CEMETARY
\ SERVICE LATERAL (TYP.) I F N N
\ D.B. PG. EXISTING J_ I / LOT 18 \ °N 0 m\ \• ti m N
CEMETARY I I m�
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\ \ 17+00 B. PUBIsy. yt \ 00
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\ \ \ LOT 1 PROPOSED 8' 8NT " TEE- I 4 PROPOSED FIRE HYDRA ' PROPOSED FIRE HYDRANT y A TRAFFIC -RATED METER BOX \ CY)
5 & (z) - 8" G.V. �Zsx \ LOT 22 \
ASSEMBLYw/8"x6' TEE _ ASSEMBLYw/8"x6"TEE ; . i
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49 ! o� I , 45 I I FENCE WITH z GATES / / / BLOW -OFF ASSEMBLY PROPOSEDTYPEA J (n
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PROPOSED FIRE HYDRANT EXISTING 12" CAST IRON O
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{ LQ�4 ASSEMBLY w/ 8"x6"TEE ♦ / \
PROPOSED 8" CL_ 52DI WATERLINE' / ROPOSED 8 LC 52 \I WATERLINE
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PROPOSED 1o' PRIVATE D.B.PG. 3
SANITARY SEDWEER EASEMENT I NOTE: LOT 38 SHALL REQUIRE I LOT 33 LOT 32 I �\ Q
ATRAFFIC-RATED METER BOX I LOT 3 1 I 7 I\
\ PROPOSED SANITARY SEWER I LOT 35 I I I LOT 2 I \ C )
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\ LOT 41 LOT 40 I _ I \
LOT 2 I PROPOSED 6" CL. 52 DI WATERLINE
LOT 28 I I \\
o° PROPOSED 20' PUBLIC \
I UTILITY EASEMENT I \
D.B.PG. \
GRAPHIC SCALE PROPOSED FIR HE YDRANT I I I LOT29
ASSEMBLYw/6"x6"TEE I I I \
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30 0 16 30 60 120 — — — — — — — 3. 1 - •-- I \ \
MATCH LINE - SEE SHEET 5 I,
( IN FEET) NOTE: PRIVATE PRESSURE REDUCING VALVES WILL PROPOSED WATER LOT O
1 inch = 30 et. i- BE REQUIRED ATTHE SERVICE CONNECTIONS. SERVICE LATERAL (TYP.) 3
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pow 05/19/2021��
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DRAINAGE EASEMENT /D.B.—PG.—LOT 30
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WITH RIPRAP OUTFALL /
\ \ \ \ \ \ I I PROPOSED DOGHOUSE / / + - - _ N - - 47 �, a y
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82152
SCALE
In \ I SHEET NO.
7
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SCOTT R. LLINS'Z
u No. 35791
05/19/2021
\ PROPOSED VDOT STD. ES-1 w \ \ / \ \ \ \ \ 0 s �G{
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PROPOSED 1o' PRIVATE \ CULVERT
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PROPOSED PRIVATE YARD FFE=, z2.soo \ / \ \ \ \ \ \ \ z
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LOT 14 LOT
GAR=571.50 �' 15
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\ I i 7 \ y s\ •5 FFE= 565.0 56567 FFE=565.00 FFE= 6 6 7 /
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\ \ \ \ I GAR=563.67 GAR=563.00 GAR=561.67 FFE=562.33
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GAR 55833YD4 159%
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LOT 2 0 - 7 8 PUBLI RIM 5 6.g5 L
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LOT OSED 10' PRIVATE \
\ FFE=5I 6 1 6y 56 .55 DRAINAGE EASEMENT ` z \
\ \ \ \ GAR=564-33 'SS:9 FL `- _ D.B.PG.
\ \ \ OT 45FFE=56z.83 PROPOSED PRIVATE o = • < `DR
ss v 1 LOT 49 6 S. GAR=56z.33 Z 9 I ROOF DRAIN SYSTEM \ \D.B.
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\ FFE=563 50 �..- p 5 .5 FL 5 z%
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YD-3 PROPOSED PRIVATE YARD' � 1- 3oA 54 0 4/ \
\ I 1 & ROOF DRAIN SYSTEM LOT 44 \
LOT 8 5 6 0.0 {zz 1' I� F = 66 .00 /I x 4a.°e •i 9
\ \ I z. I 5 5 \ PROPOSED YARD DRAIN s Barc z
5
L \ \ \ FFE- 6z.17 4 { 56 9 PROPOSED WALL o sai °
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5 PROPOSED RETAINING WALL EASEMENT/ 50 0/1 „
\ GAR=561.67 (MAX. HEIGHT=3') EP
\ ` D. B.PG. 545.7
16 \ 306 54 546 oTC\ 437
FFE=56o.83LOT1+3 I YD-1
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\ \ GAR=561.o0 5 ° ° DRAINAGE EASEMENT \
PROPOSED zo' PUBLIC " 'OoFL D.B.PG. s 49 EP . s4s P z
\ \ 1 I DRAINAGE EASEMENT 1 ss� 7 S EDE ST T saa ° P 14+0o sa4, i 'x \'y
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PROPOSED lo' PRIVATE 5
g z4 ss4 erc�ll+oo a 553� 13 , 64 5 97 sasa$-` • f
\ \ DRAINAGE EASEMENT 1z
\ \ D.B.PG. 5600 TC L.. 11+50
\ 1p+00 10+50
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FFE-549-50 GAR=54633
GAR-00
\ \ \ \ I I FFE=553.25 FFE=551.25 I I LOT9.0o LOT 33 LOT 32 LOT 31
GAR=55z-75 GAR-550 75
m FFE=555.z5 34 \�
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\ \ FFE=56o.0o FFE=55933 FFE=55725GAR=554J5 LOT LOT 6 I J PROPOSED WALL
\ FFE=561.33 FFE=56o.67 GAR=559.50 GAR=558.83 I GAR=556J5 LOT 3 35
\ \ \ LOT o z GA LOT 4i LOT 4o LOT 39 I I LOT 38 37 I I - \ _ (MAX. HEIGHT=4')
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/ / I l nA-III SCALE \ � ROPOSEDRETAINWALL EASEMENT a -
30 0 76 30 60 _o - - - ��� D.B.PG. \
���ppp ppp
\ I PROPOSED PRIVATE 1v1A C�- E7 / / {
\ I / ROOF DRAIN SYSTEM mm" ■ ■■ /
( IN FEET ) / /
\ PROPOSED 10' PRIVATE �
\ I 1 inch = 30 ft. \� / PROPOSED RETAINING WALL EASEMENT +
/ \ - DRAINAAGE EA PG ENT / D.B.PG.B. /
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\ YD-10 PROPOSED GRADE IN EXCESS �(V OL � l OF 3:1 CONSERVATION MIX
REQUIRED (SEE LANDSCAPING Q Lu
LLLL \PLAN SHEET 1g FOR DETAILS) > z
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LOT 25
D- 1 Lu Q
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LOT 26 � Lu
FFE= -3 \
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\ DRAINAGE EASEM LLI
\ ROPOSED PRIVATE YARD Q
1 I I FFE= 532.6 \ & ROOF DRAIN
AI SYSTEM 0
GAR--
=g3z.67 YD-z0
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FFE=532.67 I \ \
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\ � W
FFE=53o.67 I \ �/ a Lu
1 GAR=528.67 JOB NO.
LOT 29 \
PROPOSED zo' PUBLIC 182152
RAINAGE EASEMENT \ SCALE
n D.B.PG. I \
FFE=528.67 1" = 30'
GAR=526.67 I I Yde.�9
\ �•,. SHEET NO.
B I LOT 30 J s 8
GENERAL CONSTRUCTION NOTES FOR STREETS NOTE: MANDATORY INSPECTIONS AT THE FOLLOWING PHASES ARE REQUIRED FOR ROADS
1. CONSTRUCTION INSPECTION OF ALL PROPOSED ROADS WITHIN THE DEVELOPMENT WILL BE MADE BY THE COUNTY. THAT ARE PROPOSED TO BE STATE MAINTAINED:THE CONTRACTOR MUST NOTIFY THE DEPARTMENT OF COMMUNITY DEVELOPMENT (296-5832) 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
PAVEMENT DESIGN SHALL BE MADE BY THE DESIGN ENGINEER AND SUBMITTED WITH THE TEST RESULTS FOR BASE MATERIALS.
APPROVAL. -
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 I --- I�T�R --- e
FIELD VERIFIED AT THE TIME OF CONSTRUCTION. ADDITIONAL GUARDRAIL MAY BE REQUIRED AT LOCATIONS NOT - `O DESIGN PRIOR TO PLACEMENT OF PAVING COURSE OR COURSES FOLLOWED BY FIELD DENSITY
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' I ` . \ \ �:
GUARDRAIL IS REQUIRED, IT SHALL BE INSTALLED FOUR (4) FEET OFFSET FROM THE EDGE OF PAVEMENT TO THE
FACE OF GUARDRAIL, AND ROADWAY SHOULDER WIDTHS SHALL BE INCREASED TO SEVEN (7) FEET. 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. . _ - - _ - - I'
CG-9(A, B OR C).
vii THE CONTRACTOR IS RESPONSIBLE FOR CONTACTING VDOTA MINIMUM OF ONE WEEK PRIOR TO EACH OF THE
6. WHERE RURAL CROSS SECTIONS ARE INSTALLED, ALL RESIDENTIAL DRIVEWAY ENTRANCES SHALL CONFORM TO VDOT
STANDARD PE-1. ABOVE PHASES OF CONSTRUCTION TO SCHEDULE AN INSPECTION. _ / "
7. COMPLIANCE WITH THE MINIMUM PAVEMENT WIDTH, SHOULDER WIDTH AND DITCH SECTIONS, AS SHOWN ON THE
TYPICAL PAVEMENT SECTION DETAIL, SHALL BE STRICTLY ADHERED TO. vHI. FAILURE OF THE CONTRACTOR TO SCHEDULE THESE INSPECTIONS WILL REQUIRE ADDITIONAL TESTING OF THE
v
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. _ _ ---_-- _ / ' ' /• ,
°
l
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 8, SANITARY SEWER NOTES (APRIL 2016) �\
MANUAL. 1. ALL MATERIALS AND METHODS OF CONSTRUCTION SHALL COMPLY WITH THE LATEST VERSION OF THE
10. TRAFFIC CONTROL OR OTHER REGULATORY SIGNS OR BARRICADES SHALL BE INSTALLED BY THE DEVELOPER WHEN GENERAL WATER AND SEWER DESIGN AND CONSTRUCTION STANDARDS -VERSION 1.0, 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 BE HELD 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 5. ALL WORK IS SUBJECT TO INSPECTION BY RWSA STAFF. NO TIE-INS TO THE EXISTING SYSTEM SHALL BE TOP
INACCESSIBLE TO VDOT OR COUNTY INSPECTIONS. THE VIDEO INSPECTION SHALL BE CONDUCTED IN ACCORDANCE MADE WITHOUT COORDINATION WITH AND THE PRESENCE OF RWSA STAFF. NO WORK SHALL BE OF 4' 2" R
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
ROAD NOTES FROM RWSA.
6. FOR SANITARY SEWER LINE CONSTRUCTION: RWSA MAY REQUIRE BYPASS PUMPING FOR TIE-INS TO THE 6" O \,
GRADING: EXISTING SYSTEM. ALL DOGHOUSE MANHOLES MUST BE PRESSURE -TESTED BEFORE A CONNECTION IS
1. THE LATEST EDITION OF THE ROAD & BRIDGE SPECIFICATIONS, THE ROAD & BRIDGE STANDARDS OF THE VIRGINIA MADE TO THE SYSTEM. 13' 4.
DEPARTMENT OF TRANSPORTATION SPECIFICATIONS SHALL GOVERN THE MATERIAL AND CONSTRUCTION METHODS 7' THE LOCATION OF EXISTING UTILITIES AS SHOWN ON THE PLANS IS FROM DATA AVAILABLE AT THE TIME 4 O�'
OF THIS PROJECT. OF DESIGN AND IS NOT NECESSARILY COMPLETE OR ACCURATE. THE CONTRACTOR SHALL BE . ,. 7" r
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. TRIP E NRATI
RIGHT OF WAY WIDTH AND REPLACED WHERE NECESSARY WITH SUITABLE MATERIAL TO THE SATISFACTION OF THE BOTH SURFACE AND SUBSURFACE. THE CONTRACTOR SHALL IMMEDIATELY NOTIFY THE ENGINEER OF MIN.
ENGINEER. ANY DISCREPANCIES BETWEEN THE PLANS AND FIELD CONDITIONS. THE CONTRACTOR SHALL USE DUE �.
3. ALL 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' 6" 2' SCALE . 1 - 80
TREES AND VEGETATION WHICH OBSTRUCT SIGHT DISTANCES AT ROAD INTERSECTIONS SHALL BE REMOVED SHOWN ON THE PLANS OR NOT. DAMAGE TO ANY EXISTING UTILITIES SHALL BE REPAIRED BY THE DOT #57,#68, OR #78
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-6
STONE BASE UNDER CURB
Pavement Design
OF THE SUBGRADE. 8.
EROSION AND SEDIMENT CONTROL FACILITIES SHALL NOT BE PERMITTED IN THE RWSA EASEMENT
DRY CURB & GUTTER
& CHECKED BY VDOT
PRIOR O PAVING AND/ORBACK
WITHOUT SPECIAL WRITTEN PERMISSION FROM RWSA. NO GRADING SHALL BE PERMITTED IN THE RWSA
NO SCALE
G.
RF=
1.0
DRAINAGE:
EASEMENT UNLESS PERMITTED OTHERWISE BY RWSA IN WRITING.
Location
ADT
HCV
Design
CBR
SSV
DC
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
mP ( )
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
REQUIRE CERTIFICATION FROM A LICENSED PROFESSIONAL ENGINEER STATING THAT THE PROPOSED
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
Marsac 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
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.
OWNER.
4. ALL DRAINAGE EASEMENT SHALL BE CLEARED AND GRADED TO THE SATISFACTION OF THE ENGINEER. DRAINAGE
10.
THE CONTRACTOR SHALL OBSERVE MINIMUM SEPARATION REQUIREMENTS FOR UTILITY CROSSINGS.
NOTE: PAVEMENT DESIGN FOR NEW SUBDIVISION STREETS SHALL BE
EASEMENTS SHALL EXTEND TO A POINT DEEMED AS NATURAL WATER COURSE.
COURSE.
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 ACTUALOF THE BO HE AGGREGATE
ITTED PDEVELOPER
RIOR TO THE ABE
RT IS TO BE r10,
CEMENT OF hTO
COMPACTED 57 STONE TO THE SPRINGLINE OF THE EXISTING PIPE.
/ / . ,, 4.
!/
BASE MATERIAL. IF THE SSVPY
VALUES ARE LESS THAN THE WILL REQUIRED SUBMIT FOR
11.
NEW WATER MAIN INSTALLATIONS SHALL BE PRESSURE TREATED, CHLORINATED, FLUSHED AND HAVE
/\\ %/fi/ �// ,
MATERIAL AT THE TIME OF CONSTRUCTION.
WATER SAMPLES APPROVED PRIOR TO MAKING ANY PERMANENT CONNECTION TO THE PUBLIC WATER
ENGINEERS APPROVAL THE PROPOSED METHOD OF CORRECTION.
SYSTEM. APPROVED METHODS OF FILLING AND FLUSHING NEW WATER MAINS WILL BE REQUIRED TO
2. SUBGRADE MUST BE APPROVED BY THE ENGINEER FOR GRADE, TEMPLATE AND COMPACTION BEFORE BASE IS
PLACED.
PREVENT ANY CONTAMINATION OF THE PUBLIC WATER SYSTEM.
4" 21-A STONE BASE
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
V V
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.
14.
TREES ARE NOT PERMITTED IN THE RWSA EASEMENT.
ADT: 381 VPD (190.5 ENTER/ 190.5 EXIT)
ALBEMARLE COUNTY
GENERAL CONSTRUCTION NOTES
1. PRIOR TO ANY CONSTRUCTION WITHIN ANY EXIS77NG PUBLIC RIGHT-OF-WAY INCLUDING CONNECTION TO ANY
EXIS77NG ROAD, A PERMIT SHALL BE OBTAINED FROM 7HE NRGINIA DEPARTMENT OF 7RANSPORTA77ON (VDOT). THIS
PLAN AS DRAWN MAY NOT ACCURA7ELY REFLECT THE REQUIREMENTS OF THE PERMIT. WHERE ANY DISCREPANCIES
OCCUR THE REQUIREMENTS OF THE PERMIT SHALL GOVERN.
2. ALL MATERIALS AND CONSTRUCTION METHODS SHALL CONFORM TO CURRENT SPECIRCA77ONS AND STANDARDS OF
WOT UNLESS OTHERWISE N07ED.
J. EROSION AND SILTA77ON CON7ROL MEASURES SHALL BE PROODED IN ACCORDANCE W7H THE APPROIED EROSION
CONTROL PLAN AND SHALL BE INSTALLED PRIOR TO ANY CLEARING GRADING OR OTHER CONSTRUCTION.
4. ALL SLOPES AND DISTURBED AREAS ARE TO BE FER77LIZED, SEEDED, AND MULCHED.
5. THE MAXIMUM ALLOWABLE SLOPE IS 2:1 (HORIZONTAL: VERTICAL). {WHERE REASONABLY OBTAINABLE, LESSER SLOPES
OF 3.-1 OR BETTER ARE TO BE ACHIEVED.
6. PAVED RIP -RAP OR STABILIZA77ON MAT LINED DITCH MAY BE REQUIRED WHEN IN 7HE OPINION OF THE COUNTY
ENGINEER, OR DESIGNEE, IT IS DEEMED NECESSARY IN ORDER TO STABILIZE A DRAINAGE CHANNEL.
7, ALL 7RAFFIC CONTROL SIGNS SHALL CONFORM WITH THE VIRGINIA MANUAL FOR UNIFORM TRAFFIC CONTROL DEVICES
8. UNLESS OTHERWISE N07ED, ALL CONCRETE PIPE SHALL BE REINFORCED CONCRETE PIPE -CLASS Ill.
9. ALL EXCAVATION FOR UNDERGROUND PIPE INSTALLA77ON MUST COMPLY WITH OSHA STANDARDS FOR 7HE
CONSTRUC770N INDUS7RY (29 CFR PART 1926). R/W
EXIST, GROUND
EXIST, GROUND
4' CONCRETE
SIDEWALK
GROUND
Swede Street
STA
10+00- 10+11
54' ROW Section
No Parking
10+11-10+62
54' ROW Section
Parking 1 Side
10+62-11+18
54' ROW Section
No Parking
11+18-12+65
48' ROW Section
No Parking
12+65 -14+00
54' ROW Section
Parking 1 Side
14+00 -1 +72
5
' R W Se ion
48 0 ct
NoP a rkin g
Empire Street
STA
10+00-16+30
48' ROW Section
No Parking
16+30-16+90
54 ROW Section
Parking 15ide
16+90-17+31
60' ROW Section
Parking 2Sicles
+ 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
Parking 1 Side
12+87-14+32
48' ROW Section
No Parking
22 ACCESS EASEMENT AM PEAK: 24 VPH (6 ENTER/ 18 EXIT)
PM PEAK: 29 VPH (18 ENTER/ 11 EXIT)
POINT OF
CAL FINISHED GRADE
SURFACE PAVEMENT TOP
SM-9.5 OF 4
1/4-.1' 1/4":1' CURB 2" R
1 SM-9.SA
8M9 859 w gam Wad, 89so,°°° o\/\\/ \�\/ SURFACE COURSE
BASE COURSE \j\� _ 1 3" BM-25
p` ".1•
21A STONE BASE °
/
o' a'
INTERMEDIATE COURSE
n
13" Na .. 6" COMPACTED AGGREGATE
(TRAVEL LANE) (TRAVEL LANE) 1 4 ° ° A 7" BASE COURSE, VDOT /21A
zo' E/P-E/P
n
OR 21B DEPENDING ON
4, _ <a n ° - _ ULTIMATE TRAFFIC LIMITS MEMO
/\ /\/
AND UNDERDRAINS
EMERGENCY ACCESS ROAD 6" COMPACTED
NO SCALE
MIN.rl_
SUBGRADE
-
6" 2' ASPHALT PAVING - ROADS
R/W DOT #57,#68, OR #78 NO SCALE
STANDARD CG 6
CG-6 c/L cc_6 - STONE BASE UNDER CURB
POINT OF
5' WIDE CONCRETE CURB & GUTTER FINISHED GRADE CURB & GUTTER 5' WIDE CONCRETE �u!� CURB &GUTTER & CHECKED BY VDOT
SIDEWALK I SIDEWALK I \ PRIOR TO PAVING AND/OR
2%
4' VDOT 21A
STONE BASE I MN
I BASE SUBBASE 57pVE
I-H25-I AV 10 LANE) (TRAVELD LANE
24' F/C-F/C
48'
R/W
TYPICAL NEIGHBORHOOD STR�'ET TION (48' PUBLIC R/,'�
CS-SSAR RESIDENTIAL & MIXED USA' SUBDIVISION STREET DESIGN SPEED- 25 AfPfl
CG-6 POINT OF CG-6
CURB &GUTTER FINISHED GRADE CURB & GUTTER
SURFACE
/ 2% < 2% 2%
SURFACE \
2%
6' PLANTING
4' VDOT 2fA STRIP
STONE BASE
EXIST. GROUND
0.5 s 6
4' CONCRETE
SIDEWALK
EXIST, GROUND
4" WOT 21A
STONE BASE
EXIST. GROUND
6' PLANTING
STRIP
4'
6'
(PARKING LANE)
BASE
10'
(TRAVEL LANE)
54'
SUBBASE
10'
(TRAVEL LANE)
41)1
2%
6' PLANTING
STRIP
6' PLANTING
4' VDOT STRIP
EXIST,
EXIST, GROUND
NO SCALE
BACKFILLING.
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 R/W
SIDEWALK I I
TYPICAL NEIGHBORHOOD S_rRPFT SECTION (6-4' PUBLIC R)Y)
CS-SSAR RESIDENTIAL & MIXED USE S17B4O1VISION STREET DESIGN SPEED.' 25 MPH
PARllINC ON ONE SIDE ONLY
CG-6 Ct POINT OF CC-6
CURB & GUTTER FINISHED GRADE CURB & GUTTER
SURFACE
/ 2% 2% \
6' PLANTING
STRIP
4 21A T BASE
SIONE H 6'
-5 0
(PARKING LANE) (TRAVEL LANE)
6' PLANTING
STRIP
- SUBBASE 4 21AT
_ 6' _
TRAVELL LANE (PARKING LANE) 6
R/W
TYPICAL NEIGHBORHOOD STRLTET SUCTION (60 ' PUBLIC R/!Y)
CS-SSAR RESIDENTIAL & MIXED USE SUB,01VISION STREET DESIGN SPEED.' 25 MPH
P�RXINCT�O SZOASIDES
0.5
EXIST. GROUND
IY7F9RrY.717g9i
4" CONCRETE
SIDEWALK
4' VDOT 21A
STONE
5
BASE
0.5
EXIST. GROUND
EXIST. GROUND
-9B
WIDTH OE
C
ENTRANCE
Y-
LIMITS OF PED.
ACCESS ROUTE ® `
LIMITS OF PED.
ACCESS ROUTE
WIDTH OF ENTRANCE
UNPAVED SPACE NON -TRAVERSABLE
UNPAVED SPACE
WRLAPE
EXISTING OR PROPOSED
EXPANSION JOINT
WIDTH OF
SIDEWALK OR SIDEWALK SPACE
s
'Y
ENTRANCE
L
2'- 1"
IBA
EXPANSION JOINT
LM175 OF PED.
LESS ROUTE ® NON -TRAVERSABLE !
LINTS OF PED.
ACCESS ROUTE
E
w
R
IL
JJJJ
j
N
PEDESTRIAN ACCESS ROUTE DETNL WITH &
o �. OLLL
CURB INCLUDED IN
'P {
w
ENTRANCE CUTTER
rc
WITHOUT UNPAVED SPACE
66
z
tea"
Q
�
u
W
OF RE RIGHT-OF-WAY IS RE RED IF THE LINTS
OF PEDESTRIAN ACCESS ROUTE EXTEND BEYIXND
LJ
IR
FLOW LINE
?
E%)STING OR PROPoSED VDOT RI 7-OF WAY.
I I
r
EXPANSION
JOINT ENTRANCE WIDTH
DESIRABLE MINIMUM 16'
' M' ' e• • n.
c
ABSOLUTE MINIMUM 12'
PEDESTRIAN ACCESS ROUTES PROVIDE A CONTINUOUS
S
O
UNOBSTRUCTED, STABLE, FIRM AND SLIP RE55TMT
PATH CONNECTING ALL ACCESSIBLE ELEMENTS OF A
FACILITY THAT CM BE APPROACHED, ENTERED AMID
USED BY PEDESTRIANS. IF ACCESS ROUTE IS ADJACENT
4o ='o9a4 oqo
EDGE OF PAVEMENT
TO BACK OF CURB, MINIMUM WIDTH SHOULD BE 6'.
SECTION F-F
C
HALF PLAN
M IFPEDESTRIAN ACCESS ROUTES W ME BEING
0"
PROVIDED, PROVIDED, A MINIMUM 4 TRAVERSABLE WIDTH
5 REQUIRED WITH A MAX. 2Y. CRSLOPE.
WHEN USED IN CONJUNCTION WITH STANDARD ,'�. . •p, • d
00-3 OR CG-7, THE CURB FIDE ON THIS
r T r r T T
UNI;4go SIDEWALK
SPADE
CURVE S MDARD IS 0 BE ADJUS ED O MA LH
MOUNTABLE CURB CONFIGURATION.
IE o • o
?o beq •4 eqe
NORMAL GUTTER
® ® _____
_ - ® xz
SECTION E-E
• e.^
. e. • e, • e • . n. • p, • e. - t;. e.
y44 o4 eq
ix
*IX TO 101 CHANGE
'e4 e4 be4o 6ggYve `b�
CLASS A3 (H.E.S.)CONC.
.
a oYAve
0
6" AGGR BASE TYPE I SIZE
216
• n,
5'-0..
I
® POINT OF GRADE CHARGE
• ti. ' �- p•
12X 9 SLOPE 5'-0'•
.
FOR CURB AND GUTTER ONLY N
• e. e'. • e:.
FOR SIDEWALK CURB AID GUTTER
x z 12 X MAXIMUM INCREASE IN SLOPE AT MINIMUM 10- INTERVALS
q Ao •q • o00
BUILT CONCURRENTLY
qa• AgoYe.S
SECTION C-C
x x x 3 X MAX MUM DECREASE IN SLOPE FOR FIRST 10' INTERVAL MO
B X MAXIMUM DECREASE FOR SUDDEEONG MINIMUM 10' INTERVALS
SECTION D-D
SPECIFICATION
XVMT
REFERENCE
STANDARD
ENTRANCE GUTTER
ROM AND BRIDGE STANDARDS
REVISION DATE
I SHEET 1 OF 1
502
VIRGINIA DEPARTMENT OF TRMSPOR7Ar10N
07/15
20302
WP-2
I '�I EDGE OF
E%)SIXISING PAVEMENT
(AS DETERMINED IN FIELD)
TACK COAT THE PROPOSED
CONSTRUCTION JOINT EXISTING ASPHALT LAYERS- PROPOSED ASPHALT LAYERS
EXISTING SUBBASE PROPOSED SUBBASE
----------------------
COMPACTED SUBGRADE
CONSTRUCTION JOINT DETAIL
® REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WDENNG LAYERS
® PROPOSED MINIMUM 1 Vz INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5)
xMINIMUMDETERMINED
INCHES. OR GREATER AS NECESSARY TO PHUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS
AS
AS OETERMINEO BY CORES (SEE NOTE 3)
Le LT J
NOTES:
1. ASPHALT PAVEMENT WIDENING SHALL RAVE 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 AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN.
3. A MINIMUM OF THREE CORES SHALL B= 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 EDO FEET APART.
4. THE ADJACENT TRAVEL LADE SHALL BE MILLED A MINIMUM DEPTH OF IV, ACHES AND REPLACED WITH AN ASPHALT SERFAGE COURSE TO MATCH THE
PROPOSEDOSEDPAVEMENT WIDENING SURFACE COURSE, UNLESS WAVED BY THE 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.
6. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL M RESTORED SUBJECT TO THE APPROVAL OF THE ENGINEER.
7. FINAL TRANSVERSE PAVEMENT TE-IN SHALL CONFORM TO THE REOUREMENTS OF SECTION 315 OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS
AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE N ACCOMAICE WITH THE REQUIREMENTS OF SECTION 315 OF THE
SPECIFICATIONS.
No. 35791 112�_
05/19/20214
SSInATAT. 5t_
W
•
z
g
�
�
w
�
Zz`n�
O
ti
LL
d
z
O
O
W
�
�VDOT
SPECIFICATION
ASPHALT PAVEMENT
WIDENING
REFERENCE
ROM AND BRIDGE STANDARDS
FOR WIDENING SUBJECT
TO TRAFFIC
SHEET 1 of I
REVISION DATE
VIRGINIA OEPMTMENT OF TRANSPOR'ATION
315
3Ds.az
cG-N
NOTE:WHEN A PEDESTRIAN ACCESS ROUTE
CROSSES A COMERCIAL ENTRANCE
-
HE CROSS SLOPE SHALL BE 2Z FOR
I
WIDTH OF 5 FEET.
I A
I
l
; I A`I -STREET APPROACH SAME SURFACING
GENERAL NOTES
(RADIUS TO BE AS
wo C AS MANLNE ROADWAY (SEE NOTE 3)
SHOWN ON PLANS)
m
1. WHEN USED IN CONJUNCTION WITH STANDARD CG-3
_ _ _ _ _
_ (RADIUS TO BE AS
OR CG-T THE CURB FACE ON THIS STANDARD IS TO
_
N ON
SHOWPLANS)
BE ADTO MATCH THE MOUNTABLE DUMB
CG-2 OR CG-B
CONFIGURATION.
/MI.1
L--
AM
2. SEE STANDARD CO-12 FOR CURB RP DESIGN TO BE
--- `�
D 0 SIDEWALK
USED WITH THIS STANDARD.
SDEE
F i
5E
NOTE 5)
w -
I OPTIONAL UNPAVED SPACE
3. MAINLINE PAVEMENT SHALL BE CONSTRUCTED TO THE
`
FLOW LINE
--� +---
R/W LINE (EXCEPT ANY SUBGRADE STABILIZATION
EXPANSION
EXPANSION
REQUIRED FOR MAINLINE PAVEMENT WHICH CA BE
EMITTED IN THE ENTRANCE.)
JOINT
I JOINT
<. RADIAL CURB OR COMBINATION CURB AND GUTTER
- - -1
5HALL NOT BE CONSTRUCTED BEYOND THE R/W LINE
NOTE: WIDTH "B' 2'-D" OR
AS MARLINE ROADWAY
EXCEPT FOR REPLACEMENT PURPOSES.
SHOWN ON TYPDAL
SECTION. A �w
PLAN VIEW
ENTRANCE NOTES
5. WHEN THE ENTRANCE RADII CANNOT ACCOMMODATE THE
TURNING REQUIREMENTS OF ANTICIPATED HEAVY TRUCK
MAINLINE ROADWAY SLOPE
TRAFFIC, THE DEPTH FOR SIDEWALK N CURD RAMPS
10 PARABOLIC CURVE (ENTRANCE ONLY)
WITHIN THE LUTS OF THE RADRSHUALD BE
INCREASED TO 7".(SEE CG-13)
EDGE OF PAVEMENT OR
OPTIONAL FLOW LINE
BX MAX. D
GRADE CHANGE ® _
B. PLANS ME TO IWICATE WHEN CONSTRUCTION OF A FLOW
(SEE
LINE R REQUIRED TO PROVIDE POSITIVE DRAINAGE ACROSS
MAINLINE ROADWAY
- - - - - - - - - - - - NOTE 7)
THE ENTRANCE.
8% MAX. ® D
7. THE DESIRABLE AND MAXIMUM ENTRANCE GRADE CHANGES
GRADE CHANGE
D" ME LISTED INTHE ALLOWABLE ENTRANCE GRADE
D
TABLE. THESE VALUES ME NOT APPLICABLE TO STREET
CONNECTIONS.
5. NJ
20'MINUM FOR
COMMERCIAL ENTRANCE
INTERSECTION NOTES
B. WHEN CC-11IS USED FOR STREET CONNECTIONS, THE
® CONSTRUCT
GRADE CHARGES WITH A PARABOLIC CURVE.
CONNECTION MUST BE DESIGNED IN ACCORDANCE WITH
AASHTO POLICY ANDTHC APPLICABLE REQUIREMENTS
SECTION A - A
OF THE VDOT ROAD DESIGN MANUAL, INCLUDING STOPPING
SIGHT DISTANCE AND K VALUE REQUIREMENTS.
9. OPTIONAL FLOWLINE MAY REWIRE WARPING OF A
+IyT.�
PORTION CUTTER TO PROVIDE POSITIVE DRAINAGE
II
2" B
ACRO59 THEINTERSECTION.
TryII
ALLOWABLE ENTRANCE GRADE CHANGES
.. -�
CLASS u .;.
IH.E.5.1 •."''e .s.e .i.
CONCRE(E °
SECTION C-C
ENTRANCE VOLUME
GRADE CHANGE
"0"
DESIRABLE
I MAXIMUM
40H
1 MORE THAN 15CO VPD
OX
3X
MEDIUM
500-1500 VPD
5 3 %
B %
LOW
ILESS THAN 500 VPD
5 8 X
ex
NOTE+ ALLOWABLE ENTRANCE GRADE TABLE IS NOT
IFICATION
APPLICABLE TO STREET CONNECTIONS
ERENCRENGE METHOD OF TREATMENT XVI=
ROM AND BRIDGE STANDARDS
502 (CONNECTION FOR STREET INTERSECTIONS AND COMMERCIAL ENTRANCES) REVISION DATE SHEET I OF I
VIRGINIA CEPARTMENT OF TRANSPORTATION 07115 203,04
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SHEET NO.
9
VDOT CLASS i NOTE: HYDRANT MUST BE
SEWER SERVICE LATERAL CONNECTION NOTES: 5' MIN. RIPRAP
GOOD FOUNDATION MATERIAL ROCKY FOUNDATION MATERIAL m x ASIN A36 AND HEX NUT EQUIPPED WITH CHARLOTTES- PLACE 5' GALVANIZED " WTNESS ° POST WITH T�i Q
I. WHERE A SEWER LERMCE LITERAL CONNECTS A A MANHOLE (Typ)
AND NO INVERT ELEVATION FOR THE CONNECTS
LATERAL IS Q L ASTM gslla (1YP)
INDICATED , THE TOP (CROWN) ELEVATION OF THE SERVICE 2'-0" 5' / UNDsURBED EARTH uOOLL (TYP)D VILLE THREADS WHICH IS F
LATERAL PIPE SHALL BE AT LEAST 01 HIGHER THAN THE 5�."' A - THE LOCAL STANDARD.
� ,a� 2 - 3/4" DN � SAIL (�) �7 CAPPED ENDS PAINTED BLUE IN REMOTE AREAS
TOP (CROWN) ELEVATION OF THE THE LOWEST PIPE CONNECTED •F.: :IhI ALL -THREAD •• AS DIRECTED. MARKER LOCATION MAY BE SUBJECT •j'
' LENGTH OF BRANCH VARIES -p TO HIGHWAY DEPARTMENT APPROVAL. O ��
3.0 MIN.; ma ..i;"', 6' MIN
TO THE MANHOLE. z4" IN 24 I I • �',A,. WATER SIRED 2' TO 10'
6„ e- g _ INITIAL BACKFILL 6, S. A I• PLUG 1 (270-) FINISHED GRADE SCOTT R. LINSZ.
2. SEWER LATERALS TAPPED INTO AN EXISTING SEWER MAIN SHALL 6' PIPE 6' MOOT NO 1 MIN MIN. MIN. MIN. L A' M ( I + u Q r-I
BE CONNECTED USING A PIPE SADDLE. O.D.
Q STONE BEDDING ® IA€
3. MINIMUM GRADE FOR SEWER SERVICE CONNECTION SHALL BE 2% 6" BEDDING A I 2 ( I J ygLyE 1 , • 3 18"-22 ALVE BOX
(1/4' PER FOOT) �1 6" _). �66 STONE ',[\\ I 7 CU. FL I U No. 35791 ,�
4. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER 2' MIN O PIPE "` STABLE SOIL \T / I 1 -.[I #68 STONE
\y -a 05/19/2021 �4
O.D. ROCK 24" IN I ADJUSTABLE TRAFFIC RATED
UNDISTURBED EARTH PLAN 11 CS
DIAMETER OF 4". I�" • VALVE BOX W/ LID S TS
SECTION A -A SCRAPE THE BOTTOM OF THE TRENCH- REMOVE ALL FOR ALL BENDS FOR TEE OR WYE FITTINGS 42°MIN 6" GATE z ZONAL E w
S. ALL SEWER LATERALS SHALL HAVE A MINIMUM COVER STONES TO INSURE THE PIPE DOESN'T REST ON ROCK AND ',[ VALVE
WIDEN TRENCH TO "ETA•
OF 3 FEET. CONCRETE ENCASEMENT NOT TO SCALE THEN COMPACT THE SOIL OR PROVIDE A 4" BEDDING OF ACCOMMODATE -)' LASS a-3 CONCRETE I �-/.� °-., •, E z
SALT #68 STONE. ----- ANCHOR IF MIN ,: - uEca-wc i , 8" X 6" "d. CD
JJ TEE z �+ z
TREATED REQUIRED. : 2500 P.S.I. CONCRETE
FINISHED GROUND 2 x 4 LENGTH (VARIES) m4Cn M _ ' BASE AND THRUST " II,
MARKER BEDDING AS •, ,> ,,�:', a z
s;
FOUNDATION IN POOR SOIL UNDER -CUT CONGITON REQUIRED bD'. _ ;• :-' .;' BLOCK AGAINST J
MATCH EXISBNc PROFILE /9 UNDISTURBED STABLE
EXCEPT WHERE SLOPE OF 1 m " O
BANK EXCEEDS t ro t 1 MAX. MIN SOIL STEEL PILE
U
- PWG s" ELLYADON M.J. GATE VALVE
A UNDISTURBED TAR RESTRAINED JOINT FITTINGS o
/ MIN WHEN THE SOIL IS DISTURBED OR WHEN Z
• a 1 -- INITIAL BACKFILL7 MIN A HYDRANT IS LOCATED IN A FILL. IN apDI T1oN ----- c
\ / UNSTABLE 6" 9" 9' 4 I 9" T i ' TR NC TO POURING CONCRETE, A STEEL PILE SHALL ----- g Z
SOIL MIN. MIN. NM MIN MIN WIDTH MIN BE USED AS ADDITIONAL SUPPORT, c
�� - - "- #68 STONE SECTION 1-1 SECTION 2-2
__.:':r":a-;RANULAR FILL AS -�, O o
PLUG END OF - •• •• APPROVED BY ACSA r..-ii=T''
z
'3.0' MIN. 'f` PIPE DEGREE BEND DIMENSIONS VOL TEE AND PLUGS VDL In w
-: :•:::- ••.,•• \ WATER LINE U
MAIN LINE SERVICE LATERAL STA CI(> SIZE OF (FEET)CU.YD. (FEET) CU.YD.
SECTION -- STABLE SOIL OR ROCK BEND - - - NOTE 'p U Lu
45*01 L H T L H T
90 2.50 2.50 3.01 0.24 1. SURROUND WEEP HOLES WITH GRAVEL AND KEEP FREE OF CONCRETE. [ - z C z W
NOTE 4" & 6" 2.00 2.25 2.60 0.15 2.00 2-25 2.50 0.15 :z 2. MAINTAIN A 3 1/2' MIN- COVER FROM THE MAIN TO THE FIRE HYDRANT - U W (n
22 1/2 1.50 2.00 2.52 0.10 INCLUDING DITCHES) Z500 P.S.I. °'J U
.•.'i : ?:�;•;•, ••v:':'tYr • ^fTf:. I CONCRETE .8 A 2X 2' BEARING AREA. a w (.7 � z a
1. NO ROCKS SHALL BE ALLOWED WITHIN 24" OF THE WATER LINES. 11 1/4 1.50 2.00 2.50 0.10 3. FINISHED GRADE SHALL SLOPE AWAY FROM THE FIRE HYDRANT AND THRUST BLOCK :,Q W w z O W m
90 3.68 3.16 3.21 0.48 VALVE BOX. ' a. I-- [� U
UNDISTURBED 2. NO ROCKS LARGER THAN 6" IN ANY DIMENSION SHALL BE ALLOWED 45 2.66 2.66 2.77 0.26 SECTION a. THE GATE VALVE Is ALLOWED IN SHOULDER OR BEHIND THE DITCH. z w a g w
MATERIAL q ABOVE THE INITIAL BACKFILL. B" 22 1/2 L66 2.16 2.69 0.13 3.16 291 2.fi6 0,32 NOTE: IT IS NOT ALLOWED IN THE DITCH. n 4 O
3.THE INITIAL BACKFILL SHALL BE PLACED AND COMPACTED IN 6" LIFTS. 11 1/4 1.66 2.16 2.67 0.13 S. FIRE HYDRANTS SHALL BE INSTALLED AT LOCATIONS WHERE WEEP h • ° z z Z w � O0 y
ELEVATION 4. NO ORGANIC OR FROZEN MATERIAL OR DEBRIS SHALL BE ALLOWED t. ALL Roos AND FASTENERS SHALL BE GIVEN wo COATS OF ASPHALTIC PAINT AFTER gSSEMBLY. HEE:90 4.33 3.83 2.42 0.83 HOLES ARE ABOVE THE PREVAILING GROUNDWATER ELEVATION. IF Rr O _ Q U o
REQUIRED TO BE IN WET AREAS, THE WEEP HOLES SHALL BE C' tL Ic LZ Inc Z y
IN LINE WYE-TEE IN THE TRENCH. 10" & tz' 45 3.33 3.50 2.95 0.43 3.83 4.00 2.83 0.52 2. COMRAC70R SHALL ENSURE THAT THE COLLAR BEARS AGAINST UNDISTURBED SOIL T'OR THE MINIMUM � = 3
PLAN 22 1/2 2.33 2.58 2.86 0.24 DIMENSION SHOWN.
PLUGGED AND THE HYDRANT SHALL BE PUMPED DRY. U NOTES 7. WHERE LESS THAN 3' OF COVER IS AVAILABLE BELOW STREAMBED, CONCRETE ENCASEMENT 5. BELL HOLES SHALL BE DUG OUT IN ALL CASES, n 1/4 1.83 2.33 2.84 0.16 � J
WILL BE REWIRED. 3. DIMENSIONS SHOWN BEYOND THE TRENCH WIDTH ARE ABSOLUTE MINIMUM. IF THE TRENCH WIDTH 6
2. WHEN BEDROCK IS ENCOUNTERED AND COVER EQUALS OR EXCEEDS 3'. THE TRENCH SHALL 1. THRUST BLOCKS ARE REQUIRED WHENEVER THE PIPELINE : CHANGES DIRECTION, CHANGES LARGER DURING CONSTRUCTION, THE OOLIAR DIMENSIONS SHALL INCREASE ACCORDINGLY. NOTE IN REM AREAS VALVE BOXES SHALL EXTEND �X (8) INCHES ABOVE GRADE. ,A W Q K dS O
VARIES BE BACKFILLED WITH COMPACTED 21A STONE AND TOPPED WITH 18" OF VDOT CLASS 1 RIPRAP. SIZE, DEAD ENDS AND AT VALVES. v/ O 1- LD U
DUCTILE IRON WATER 2. USE 2500 P.S.I. CONCRETE z z s
SEWER 3. NO CONCRETE SHALL BE POURED ON ANY PART OF THE JOINT. TYPICAL FIRE HYDRANT ASSEMBLY DETAIL TYPICAL GATE VALVE � o m z z o0 a
4. THE CONSULTING ENGINEER SHALL BE RESPONSIBLE TO THE VERIFY THE TYPE & SIZE OF CROSS ANCHOR RESTRAINTS FOR VA V S W) Z W
SEWER SERVICE LATERAL CONNECTION TYPICAL STREAM CROSSING PIPE INSTALLATION & BEDDING ALL THRUST BLOCKS. > o � o
N.T.S.NSTUTS > I!) U g W W c
TUTS NITS FIG. W-4 FIG. W-5 W a CL L
N.T.S CONCRETE THRUST BLOCKS __ _ W Q W o y
N.T.S. FIG S-7 FIG. W-2 HIS BB. W-30 F OC w W w
FIG. 5-2 TD-2 FIG. W-3 Tp-9 Q C_ ti C[
c
TD-36 Tp_3 TD-8 ,� F Ln
TD-33
ro-e W w w O
IF coumEs5M x 3/a• MAll: PIPE muPUNo FEE
W O
ON APPROVED EDUAL VARIES FRAME &COVER a
O COVER LIFT NOTCH q" DIAMETER BRANCH VALVE BOX (SEE FIG. S-I-D,E) W O
TwT,, 14 1/2" AND VALVE ? to
soR caPFm 12 3/8" STREET SURFACE OR >
12 1 2' NON -PAVED AREA Lu -U
FIG USE ON ATTACHED sNFAE FAMIr REMAINING BACKFlLL SHALL / M.J.LUG
NFRDENDAL BMW= OR DUAL RESIDENTIAL OC �
Mo MRMATMN SEEWCES. NOT CONTAIN ROCK MATERIAL SLOPED AREA -'�
rM•XI-TES 36"MIN LARGER THAN 5" IN ANY VARIES "� li'.;a:
DIMENSION '�" o
24 MI WATER ,., .� 1'-0" MAX 3000 PSI CONE. BASE �
INTIAL BACKFILL*
8"MIN 2'-0" BENCH SLOPED TO FLOW
I (6" LIFTS)
rmre � EMBEDMENT ED
NO 51E"'N0 f1^""ES IL T. * THOROUGHLY COMPACTED CAST IRON LID �,• CHANNEL 1/4" : 1' MIN o
• U BY HAND OR APPROVED �� 16" METER BOX WATTR MAIN RESTRAINED JOINT FITTINGS o
SPRING LINE O MECHANICAL TAMPER RUBBER COATED STEEL 3'-O" MIN .� -x o
DUAL SERVICE OF PIPE STEPS CAST IN PLACE N N N N N
IL HAUNCHING / 14 N N
r cDNPIEssoN . 3/H• "ALE PIPE cou5uxc N0. 68 STONE - ON-LINE PRECAST REINFORCED -_ \ \7 - BRANCH 0 C, N CD N CD CD E
OR ,LrPreoxo EQUAL BEDDING 6" max -+`�- _ _
I- TORE '"' 4" min (TYPE "B") CONCRETE SECTIONS ,A 16• MAX 12"
9LPT LgV¢
FOUNDATION (SHALL BE rV ���%%%''' "OW RING SEALS / ) -�- re) � _
Gp REQUIRED WHEN SOIL rr� / _ (ti MINIMUM ELEVATION /� / I - IT GO -+ n1 v1
TOR USE CAN DETACHED TORE FAMILY CONDITIONS ARE UNSTABLE ry'1' / N " DIFFERENCE ACROSS M.H. 5" 4'_N' �`-' / `' CD CD
reENOONnAL TR WT£ WIETE AN IIIAnax ) `
METER Is HOT PROVIDED. ALL PIPE ,� H' FROM INLET TO OUTLET
181. ry VARIES THREADED COUPLING SHALL BE 0.20 FEET. 4- 1 2"
SINGLE SERVICE VARIES
p°snooLEs sx"¢ BE usm ON Pvc PIPE. 6" EXTENSION o CAP
NIPPLE AND PVC DEPTH OF FLOW FILLETS • >
PVC SLEEVE CONCRETE
r-CAST KEN u5 + j LUBRICATE ALL THREADS CHANNEL TO BE --
iD CON DIAMETER OF
NOTE 6' THRUST BLOCK METER BOX (SEE FlG- W-7) CONTRIBUTING �•"=-- �
D"sHm WADE SEWER. IT I ^ I 12" rA�
,z-1s 1. OPEN CUTS IN PAVED AREAS WITHIN EXISTING VDOT RIGHT-OF-WAY SHALL BE PIPET VALVE O A FILLETED INVERT FOR A SMOOTH " '•a FLEXIBLE CONNECTION
Earn BACKFILLED ENTIRELY WITH N0. 21A STONE. (2 PLACES) NO. 57 STONE WITH STAINLESS STEEL LL CONNECTIONS TO r
¢ALL " TRANSITION OF FLOW BETWEEN
OWES NN 2.AND DUCTILE IRON PIPE THE BOTTOM M THE TRENCH SHALL BE SCRAPED INLET & OUTLET PIPE SHALL BE BAND
m
EXISTING MANHOLES SHALL I� o
AND COMPACTED, AND ALL STONES REMOVED OR A 4" BEDDING OF NO. 68 M.J. FITTING 2" PIPE SLOPED PROVIDED. MIN. 6" BEDDING N BE CORED AND A FLEXIBLE C'7 0
39• ulu, WrvmxnFN STONE SHALL BE PROVIDED
1/9 Bwo WuruxDl 3. WHERE ROCK IS ENCOUNTERED PIPE SHALL BE INSTALLED ON A MINIMUM 6" ,, - GRADE
DRAIN IF ,
\ nS GRADE ALLOWS NOTE W/ NO. 68 STONE
BEDDING OF NO, 68 STONE ' 2" BRASS PIPE z CONNECTION BOOT 0) r
METER �,. VARIES >,; VARIES 1. BEDDING THICKNESS REQUIREMENT SHOWN IS MINIMUM AND SHALL BE � INSTALLED ® 3
NOTES: SPECIFICALLY DETERMINED BY THE CONSULTANT FOR THE SOIL CONDITIONS. O
(1) A 1-3/4" DIAMETER HOLE IS REQUIRED IN THE LID FOR TOUCH READ METERS. 2" THREADED TAP N n
L71iWlY,AnON 9M+ , ......AAA £ f �i NICK AS WATER MAIN AND VALVE 2. THE CONSULTANT WILL DETERMINE WHETHER MANHOLES SHALL HAVE
; w.+< 5Y� NCE959ARr ARE SAME SIZE EXTENDED OR NON -EXTENDED BASES. '
L PLUG n
.. W WM MINDER ,:�;5°1;+N. •A ' • 3. ALL JOINTS, LIFT HOLES. INLETS, OUTLETS TO BE SEALED &GROUTED M �,
ROD ANDSE,TEx �H¢ PER, E oSo ATTEU=' TYPICAL MANHOLE PLAN
Kwx�N TNCRIAZ9) Rp(�ilw'J4Yx +NF�e1a%3l� PER, HOM; x¢CNET. EWTE DEAD END INSIDE AND OUT. ( o
TYPICAL SEWER PIPE TYPICAL METER BOXES
TYPICAL SERVICE LATERAL INSTALLATION INSTALLATION IN TRENCH (5/8"-l" METERS) (TYPE "A") TYPICAL MANHOLE SECTION SHOWING BRANCH TIE - IN o Z
SHOWING BRANCH TIE-IN W Q
(5/8" & 1" METERS) TYPICAL BLOW -OFF ASSEMBLY PITS N J
TUTS NTS N.T.S ^^ m
NTS FIG. S-3 FIG. W-7 NITS FIG. S-I-B N L.L
FIG. S-I-A
FIG. W-6A FIG W-e o
TD-13 Q w
TD-10 TU-34 TD-1e TD-25 TD-27 =
AFT - m.1 , oT. WWWWW
WT rW a cuI vAr IF orPwE1 g uuER E PAr FOR
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9 LL 91BtlA5FW KM RNN U• , PAYIIENF TV OF E O
L .1W LK ELWW / aea IQW Fu ON 32 3 4' (&34mm) DN 1
oEorEHTONFELM9I mmwE�i,.WSc LXAEwRMI 9Wu ME CENTERED w.DER CARS AND GUTTER
CI CIE. Y C51mm) LETTERS J a�
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DETNLe W NVER! 91IPHC AS SHOWN XEMCX ARE FOR E[MIRE _ _ • • G. WHEN LIEVAIIW AT Wl1Ei FIO CE WiIE} RE i0 H A MMl4 W 1' W A®T'E _ �E T U,
WPo9E3 p Y. EACH M"IIXE °R DROP INLET S TO E SHARED _ r fLCVAIIW OF R[CDYNO "I.WYL W W W 31"Cl"¢. I. HAL! O.E.T. AT OUTLET END w WREN RE M Y A WMY OF r-V' ABOVE / � 28 7/18' DR � $/6 V �
EIhLDALr To BEST FT THE PAVIT. NET MO oIRLEI OUTLET PIPE MWr U.S. GP IE4EIVN3 WMIAZ "TCI W arRlC1VE. ` �, Z
W"6NAlKN MO FLOW IYE9� 1q SCILF X w•LL rKxNR INMI - KNS ] CWNCICRS 1[LtlWE, SFW m L WN,N PAr LNLS i W OUTLET PpE MC 1° [74 raj [t Bmm] _
SECTION B-B w orTK sME CNSwxO s1HKM N rN WrLR PPE. PLACEMENT OF CD-2 [RLERDRNN AT E .LL Cg1ECTKC6 °LOUT. vm ETC, MIIN: PAT IYIs FOR 00REr PPE ME To 584mm
NxN TFsrtD IGCMIIK ro ISn D No A• sa xIlCCTwX BRIDGE APPROACH SLABS
SE OF THE a. CH. STfd1yJam M TE WRET R£.
PLAN 5 -,,1- _-x To N SE., .. to fx-va oINR oRArv¢ 36 ON [ ] W
I. Cal. NEW TD WE SEWar LaxEmm 1. EW-eW Draw N. �( [Bt4mm] W DR IJ METHOD OF TREATMENT IN MANHOLES sT"MIWE. [835mm]
W°OT STANDARD PAVEMENT EDGEDRAIN A[ PK"�° "`Rww�"'0x G.D. OF CASKET GROOVE z
VC'CTT S"EOFGArxVI RfFf REHLE f
RSo w ° BIMpNO6 STANDARD METHOD OF SHAPING wE a EDa D ERIXF 9 OMW , STANDARD COMBINATION UNDERDRAIN AWE CAT° STANDARD COMBINATION E APPROACHES)
FRAME secnoN SECTION W z
Wm WTe MANHOLE & INLET INVERTS w2 REST I °F z REVISION DATE "°eI rtr .,DI (AT LOWER END OF CUTS) , TAT GRADE SAGS AND BRIDGE APPROACHES) w
w.a VIRGMA DEOVIIENT W TRASPGRunW we.06 v[,YiCA RPMINM OF TRMIWKTATON .p, yy.a Tll AI vTYPA RPALINTIr a rRMWRrAINI
fn
`^ Z
ACSA GENERAL WATER & SEWER CONDITIONS (JUNE 27, 2019) Er, WHI NO PROJECTION OF PIPE ABOVE GROUND LINE V J o
w mlwE CAR NTNeecrE wo wK x IOU ar ru TOP W CAL 1a W Iu (w) 'v ♦ (Ssimnj N. 27 1/HE DN 1 t/ 1 U
1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA toW CAW NNsr"n R mw W D ER BWI (IBtmmT IAIR m) w
• N0. 6 GALVANIZED STEEL STEP wrzNE nRRovm ar THE NUEFR.
OFFICIALS AT THE START OF THE WORK. '� DE, wrX XnF cnaERs = a3o LN: w n LSI: iF ° zs�� ln� (I�mmt 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 IY B% ED AN w y
FOR THE PURPOSE OF IMAGERY COLLECTION. NK°^� "°° h " " IE.L. �- u'-:I-
TYPICAL°
SECTION 3O1 NN HLo qc
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. " �__ ae 71 DR e/s
THE CONTRACTOR SHALL, ON HIS OWN INITIATIVE, LOCATE ALL UNDERGROUND LINES AND STRUCTURES, AS NECESSARY. t ND , D NAK CAD D ""N° [mNm] D6m 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. 4 WIF,A "* 2T TEN OUNDATIONXSOFT, YIELDING, OR ° D [ "„m"I� [Mo. /z � w
NORMAL EARTH FOUNDATION ROCK FOUNDATION OTHERWISE UNSUITABLE MATERIAL 1]/t6'
5. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY. FRAMES c,ON F DGmm] C3 mmj O x
PIPE PROJECTION ABOVE GROUND LINE r (51mm) IERG$ 0D
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (1-800-552-7001). N N L D=MD ND" O m
W. LS.D LW1.,5,D N
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 " E,aw.N.uA .-& Dk-no °°"" D'/3 u-
' * s ., PWo1Nw[ WF' NWU NCH[ rE[ OF 5 2 1/8• 3[Wmm] W [2 13 1j o FIRE HYDRANTLINES,SERVICELATERALSANDWATERLINES,ETC. fx ." no o,oEEw'o-o, t6"'"N [97T [e35m] m
8. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES. A e i:(°oim br"N)'OE 1rt"1i" (OHERz �O Woom WHEN b _ : n ' = WM w = µ _DON W All tBMln] 9/iB• O.D. OF GIR GROOE
9. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF THE LINE. I A€}gEa �E �.Nm' WMN,LY PAID = " _ �R _ K [ITCH °j t14mm] SECTION V1Ew I/4" (IONIC) DR m
TYPICAL SECTION ` •:- 4 - - - - o INr NEOPRENE GASIET
1pAp�pS NAr I WITx XIF I""ewaTm n. j,E r igN,•°Dj "�r• _ :� ENIx -t „PRF W, DETAIL (2) WSIR 1/16 z D/6 K 1 1/2
10. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT. XWNCI WT DENCH, pppYS py{pN"pLW p w D ,A aD.w _ R BELT PARre maim o
♦ "'A`•' Cr 3- ['Q[D'O'r i11CA Mo£MON1 WY ESOP CAC 115Eo IXpyT� t"KYCRELr 41N.Vq D 1 0 WIWM. pRx 0 501 YX. VD I ;p X4 ^ 1x V L W (P) COMI tIBIRNRD° 1 $/I (21 BLT xd S/Y11M 1/2 Is F O
11. THE CONTRACTOR SHALL BE RESPONSIBLE TO COMPLY WITH THE NO -LEAD REGULATION REGARDING BRASS FITTINGS EFFECTIVE JANUARY 4, 2014 (SENATE BILL 3874 WHICH AMENDS THE N W. N rtD E[ T$ N N EW 1 mm, WDDN RA 2400 [a,mm PNrcA DWI1m � -o
SAFE DRINKING WATER ACT). `°"'""TESTRE ""EFlHO1w r'E WC2.- HO /a° W
ILS m ms APFFR'oV. FROM THE C,HOHE cil'�leus NORMAL EARTH FOUNDATION FOUNDATION SOFT, YIELDING, OR 1 TI (29mm) DA BOAS t [13mm .63 DR s7ANtAS 56FL ROD p�jRr+"�DDTs,jle 1°° 0° A W -o
OF.. STEPS. ROCK FOUNDATION OTHERWISE VNSVITABLE MATERIAL PLAN VIEW O W
Al SRPS MKI SNML WE ..'. WITH ¢N#ERSrIM T[NA N MONrouIL mn PICICEAR a LOCKLDG HOLE DETAIL K =
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 SII . RIRI A, WI NDI III TD,COFWWATm MWI ® WO6pC 1 R I" R W MW Him. TH ®D.. Wa*1 NOTES; BOTEs HU N 5/o-11 2N N d T
W PHID NWI¢5. rM. PARFj OOBBI2M 'U
FW CCMAA W. W PK"FAME.
COUNTY TESTING REQUIREMENTS. VISUAL INSPECTION OF THE SEWER LATERAL STUB -OUT SHALL BE WITNESSED BY THE COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION A M W S 9 WE BE F ENGARD IH RFD RS KS POP w; y a \ E EDP w oNIIW 5F EA X HOIC) i AuTMNATVls�� MRRDW �R CHT �I SE �SD 9RJECT O FLOODING SHALL HAVE WATERTIGHT RME k COVER. NUT W6 �5/o-„ a o
• IASHATT •PQ[14 K TED°E WI WITH
FNam N Xawwr sxAL H WITH ITT an. " ° JOB NO. EO
SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. uE°.AI W.rzD NTH AN WOW s°-v.I Irrt A�STW � CAM alvIWL NAIWA N ACI s Cm ENROL BE Nam To FRAMES WIN LOCKING LuoS M sw ASSEMBLY.
[n
m AIWSIW ACIN ED M„K fNPWu W ,a HEOERA IOU PL"IC HIS .LATS IIWB.LINAL MIWA 9ED1 N 3N "" D ° "°" FU TYPICAL WATERTIGHT ITHORD PAI°i IN`IB 182152
9HCMATILA Ic c ww µp .A. Yf IF- CT. 30T K THE ROV SROOALp6 WO" d� y1j[ 3f FIHo t6 M Y" FUN a 'Q
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 "" ALUMINUM � IX,AM1 IF 11.1 HEX LOCK LUG ASSEMBLY
ALIA1TNUJ STEP [ „o.I°"°^CF.ITI IIC; To OT THE MANHOLE FRAME & COVER SCALE 0
COUNTY BUILDING INSPECTIONS DEPARTMENT. THIS INSPECTION SHALL OCCUR UNDER AN "OTHER PLUMBING" PERMIT WHICH MUST BE OBTAINED BY THE CONTRACTOR. N.T.S FIGS -HE
HEQILAIwN "� INSTALL OF PIPE CULVERTS AND STORM SEWERS FX` o 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 w AwWHATEMwAEs eGw 0 91Aa m 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. WN ¢NNRHEX W RA WGMWNN RFWNR DATE 9HE, 1 W , R • Rwsw W,E CIRC. PIPE BEDDING AND BACKFILL METHOD "A" a
wsAD IaP.O, m a zWv.A DTWR1Nn W TRA®oRu1w SHEET NO.
m
15. ALL FLUSHING OF FIRE SPRINKLER MAINS SHALL NOT OCCUR UNTIL APPROVAL IS GIVEN BY THE ACSA. 10 ° t
G.V.
PVI STA:
1+49.00
PVI ELEV:
558.58
K:1
.z8
LVC:
5.00
PVI
TA:14+64�74
565
u, °,'
°, �
PVI
ELEV: 54334
565
�
m
�
°+°
�
w
�
PVI ELEV: 545
4
K: z.5o
VG 10.00
�
w
N
u.i
K: z6.og
PVI STA 16+o7.zy
v
�
v
LOW P
. STA: 1 +6
4 4�7
PVI ELE : 546.1g
>
m
�
w
LVC: 137.5o
LOW
T ELEV: 543�39
K: 6.00
�
560
-
>
>
"'
m s
o
� ^ �
LVC: 08.00
560
.6z,
�
�
�
�
N
�
S
N
V1
PROPOSED VDOT
STD. CD-1
�
v
`'
+
v �
V�1
w
lS/1
N w °
�
+
vi
>
Ji
> �
v
� v
w
XISTING
GRADE (TYP.)
�
v"'i
w
j
m
j
w >
m
�
> w vi
j
--
;
LL
m
w
m
w
m
w555
555
m
�
w
PROPOSED
PVI ELEV:54
34
&PLUG
6'
1.3'
PROPOSED
GRADE
(TYP.)
LVC: o o
�
PROPOSED
FIRE HYDRANT
OW PT. STA: 1
+34�74
/
550
ASSEMBLY
WITH 8"x6"TEE
1S
LOW PT ELEV:
4339
550
PROPOSED
VDOT
STD. CD-1
� a
�
PROPOSED 8" SANITARY
�
ry �
m
SEWER CROSSING
aw
�
..
�
FUTURE
ROAD GRADE
PROPOSED 8"x8" TEE
545
& (z) - 8" G.V.
W
00
m
w
545
-z.00�
Z00%
END PROPOSED ROAD
CONSTRUCTION
AT
3�5' M �
STA. 15+68 &TIE -INTO
EXISTING GRADE
PROPOSED
8" CL.
Sz DI WATERLINE
,
PROPOSED
VDOT
PROPOSED
VDOT
STD.
CD-2
STD.
CD-z
540
a
z.00%
-z.00%
PROPOSED TYPE
-BLOW-OFF ASSEMBLY
A
540
1oA
1
0 � 5
ROPOSED
8" CL. 5z DI WATERLINE
V
V
z7
LA
in 5'z�
535
w
z
PROPOSED
FIRE HYDRANT
ASSEMBLY
WITH 8"x6"
TEE
w w
zF
535
o
PROPOSED
8"x8"CROSS &
(4) - 8" G.V.
o w
PROPOSED 8"
SANITARY
a
�
SEWER CROSSING
w
530
�
� �
53p
l0
O N
O
� O
ri
� .T
M
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W
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S
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l0
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l0
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TH OFF
PVI SCOTT R. LLINS'Z
C� No. 35791
575 575 °�005/19/202Gt��
SrONAL E� VI PR It r
PROPOSED 8" 45° 8"
MARSAC STREET W
f
O
w
U w
PROPOSED w
s g.6 Lu g L F
w C7 w
I ] '�i Lu LL Z O Lu
(STING RWSA O o z a Z o
WATERLINE �j LL N w z
12"x8" T.S.&V. �"'♦
LINE CONNECTION o k c�
HEET6. p m j Z O Q
Ln � o z
> (n c� g w w
Ww a a U)
~ a a Lu
Z
w W
m �
a >
13+50 14+00 14+50 15+00 w
0
WOODBURN RD WATERLINE CONNECTION Lu
It
w Ln
VI
O O O
N N N N N
PVI STA: 16+09.50 F N N N N N
57p PVI ELEV: 9+75 10+00 10+50 11+00 11+So 1z+oo lz+So 13+00 13+So 14+00 14+So 15+00 15+So 16+00 16+So 17+00 0 n N
00 o 0
NT SWEDE STREET
TEE
PVI STA: 12+00.00
PVI ELEV: 566.1z
K: 1z.z6 L9
Ln Ln
575 LVC: 5o.00 575
co 7
■ �
O
N
Lu M Lu SANITARY
SEWER
AL CROSSING N
O
Cn J
N
Lu L1J W
LLI J
E J
/Z PROPOSED V ; J O
PROPOSE
&( w z
LLJ
o z
z< C) LLJ
O ~
Y aLu
�� > o�S
9+75 10+00 10+50 11+00 11+50 12+00 12+50 13+00 13+50 14+00 14+50 U) O
MARSAC STREET ul
w Q 0
Ln
U)
Lu H Lu
TIE-IN 1 Y, / // J Lu
STA. NOTE: ALL ROADWAY EMBANKMENT MATERIAL
SHALL CONSIST OF SOIL AND BE PLACED INmmi Q
VERTICAL GRAPHIC SCALE SUCCESSIVE UNIFORM LAYERS NOT MORE THAN 8 Ur
-1.0010 s 0 2.5 5 10 20 THE NT RE RINCHES IN IOADBED ARECKNESS A RIN AOCCORDANNCE WITH MPACTION OVER O
O
PROP VDOT zoo? ROAD AND BRIDGE SPECIFICATION 303.04 N
( IN FEET) NOTE: CLASS I BACKFILL MATERIAL SHALL BE CRUSHER RUN
1 inch = 5 £t. 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 G F
HORIZONTAL GRAPHIC SCALE RUN AGGREGATE SIZE 25 AND 26, PER VDOT ROAD AND o w
BRIDGE SPECIFICATIONS, SECTION 302.03G. a m
50 0 25 50 100 200
JOB NO.
NOTES: 182152
( IN FEET) 1. ALL FILL TO BE PLACED AT 95%COMPACTION. SCALE
WI 1 inch = 50 £t. z. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L. 1u - 50i
3. MINIMUM OF 1' OF VERTICAL SEPARATION FROM STORM
SEWER & W/L AND i.5' OF SEPARATION BETWEEN W/L & SHEET NO.
SANITARY SEWER MUST BE PROVIDED. 11
10+00 10+50 11+00 11+50 12+00 12+So 13+00 13+So 14+00 14+So 15+00 15+50 16+00 16+5o 17+00 17+So
PROPOSED
EWER
S
NOTE: SEE
WATERLINE
CONNECTION
NOTES
OPOSED
GRADE
(TYP.)
ON SHEET
57p
57p
EXISTING GRADE
(TYP.)
BEND TO
ATERLINE 3
5
565
565
ED 8" SANITARY
CROSSING
CULVERT
56p PROPOSED FIRE HYDRANT
560
ASSEMBLY WITH 8"x6"TEE
1.3
PROPOSED 8" zz.5 BEND
TIE -INTO EX
PROPOSED 8" CL. 5z DI WATERLINE
1z" CIP WAT
ROPOSED
NOTE: WATER MAIN CROSSING BENEATH
SEE WATER
555 CULVERT SHALL BE INSULATED
NOTES ON
�
0 01
� N
N O
g+88,
LV
: 100.0o
PROPOSED
FIRE
HYDRA
�
n,
� �
ASSEMBLY
WITH
8"x6"
01
+
00
w
01 N
+ �
�
�
565
�
w
� w
�
565
m
V �
Z00%
PROPOSED
PVI STA:13+8
.00
>
m
/
w
"x8" TEE &
PVI ELEV: 546
6z
/
f(2) - 8" G.V.
K: z6.35
56p
LVC: i35.o
/
560
°n
�
�
w
o
�
�0
o
1.z'
wm
of
N
m
'^
�
�
+
�
/
17
VI STA: 11+77.
o
�
>
00
o
~
�^
V
>
"�
/
PROPOSED
8" CL. 5z DI
WATERLINE
555
PVI ELEV: Szz.
1
>
�
�
j
°�°
555
K: z6.o6
LVC: z53.00
PROPOSED
VDOT STD. CD-1
PROPOSED
FIRE
HYDRANT
,�,�
z
1zASSEMBLY
WITH
8"x6" TEE
�
�
°ry
�
o
m
V
V
�
55p
�
N
ui
�
z
/
3.5' MIN.
34A
55p
m
�
w
PROPOSED
VDOT
STD. CD-1
�
m
w
�
/
�o
Z
+
p
545
N
�
w
545
EXISTING
GRADE (TYP.)
�
�3
"�
I
�
3oA
54p
�
54p
PROPOSED
8"x8" CROSS
`"
/
& (4)
- 8" G.V.
1.3'
535
�
PROPOSED
8"x6" REDUCER
535
0
9
�
PROPOSED
GRADE
(TYP.)
Y
�
6
0'
w
I
53p
�
530
z
0
F
'
PROPOSED
8" SANITARY
w
PROPOSED
VDOT STD.
CD-1
SEWER
CROSSING
a!
5�5
F
ROPOSED
6" CL. 5z DI WATERLINE
5�5
TO
EXISTING
o
BERKMAR
DRIVE
°
ELEV=518.83
�
14'
520
�^
4q
520
z.
PROPOSED
6" 90° BEND
TO
DOT
D
PVI
TA:1o+15.00
0
�
o
�
PVI
ELEV: 558�74
�
�
N
w
K: z.So
PVI S
A: 11+10.00
�
�^
N
`^
VC:1o.00
PVI E
EV: 560.64
v
�
�
PROPOSED
GRADE (TYP.
LOW P
.STA: 10+15.0
: z8 1
�
>
�
>
570
LOW
T ELEV: 558�79
LVC:
11 0o
m
m
>
w
57p
o
w
o 00 o
o
PROPOSED
VDOT STD. CD-i
Z,00%
s
w
N w +
�
`+
�
I Y )
���
PROPOSED
�
��
u.i
.�+
,
ERVICE
LATER
�
.°,
EXISTING
GRADE (TYP.
565
�
°>°
� `>" �
m
�
r
565
.5' MI
m
w m
--PROPOSED
8"x8"TEE
w
& (z) - 8" G.V.
6.08/o
°
PROPOSED
8" 45°BEND
/
1 z' �.
TO
WOODBURN ROAD
56p
z00%
WATERLINE
CONNECTION
560
'Oo
PROPOSED 8" SANITARY
STD.
CD-z
PROPOSED
VDOT
1g
SEWER CROSSING
8"x8" TEE
STD.
CD-1
z) - 8" G.V.
3.1'
555
STA. 11+81-INTERSECTION
W/EMPIRE STREET
555
1 z'
H
w
21
PROPOSED 8" CL. 5z DI WATERLINE
O �
PROPOSED SANITARY SEWER
°o w w
O
SERVICE LATERAL CROSSINGS
550
� � �
550
� Z00
p ci
� N
�n�
O
rNi O
N l!1
N O
N
w
� �,
� �,
`v, �,
v, �,
`u, �,
`v, �,
`mu°, �,
`Ova, �,
'vp�,
530
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+87.8o
�RIM:523.87
INV IN. 5o8.3i FROM MH-7
INV OUT. 5o8.11 TO MH-5 530
RIM:526.00
MH-7
INV IN. 507.72 FROM MH-6
STA:ii+63.66
INV OUT. 507.52 TO MH-4A
RIM:523-75
6
INV IN. OI
525
STA:6 o9 97
RI M:512.7o
M H-4A
INV OUT15o8.75
INV IN. 502.90 FROM MH-4
STA:8+84.75
RIM:514.50
I
INV OUT. 502.7o TO MH-3A
INV IN. 5o6.8o FROM MH-5
EXISTING RWSA
12" CIP
INV OUT. 5o6.6o TO MH-4
WATERLINE CROSSING
\
S20
M H-3A
STA:5+70.90A
TEST PIT
520
RIM:5o9.8o
M
-4
ELEV.=7.8'
ROPOSEDGRAC
INV IN. 502.00 FROM MH-3B
+
SR
/
INV OUT. 501.8o TO MH-3
M
.42
INV IN.
06.25 FROM MH-4A
/
5�5
INV OU
. 5o6.o5 TO M
-3B
NOTE:
CONTRACTOR
SHALL TEST
DIG
THE EXISTING
RWSA
30"
DIP
515
MH-3
-3
WATERLINE
TO CONFIRM
DEPTH
PRIOR
TO INSTALLING
SANITARY
STA:5+47.
SEWER
MAIN TO
ENSURE ADEQUATE
SEPARATION
IS ACHIEVED.
EXISTING
RWS
RIM:509.75
-
_ _
/
WATERLINECI
- _
INV IN. 5oo.6o FROM MH-3A
f
INV OUT. 500.4o TO MH-2 /
510
1.5' MIN.
510
EXISTING RWSA 12" CIP
WATERLINE CROSSING
==4===
8"
DIP
8" DIP
63.32 LF
@o.62%
SOS
3 3
8" SDR-26
PVC
130.64 LF @o.55°�
505
EXISTING
GRADE (TYP.)
8" SDR
26 PVC
6z.g2 LF
@o•55°�0
8" DIP
203.89 L
1540A
71.85 LF
Qa o.61%
500
/
500
/
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.
495
495
/
8" SDR-26
PVC
8" SDR-26
PVC
BORE & JACK PER
ACSA STANDARDS 45 LF OF
24"
19-54
LF Qa 6.14%
35-07 LF @
2.00%
STEEL CASING PIPE
(o.5o" MIN WALL THICKNESS)
MHRV
EX MH-HRVSTMN-1-1
EX
W/ 8" RESTRAINED
JOINT D.I. CARRIER PIPE.
o
RIM:482.71
MH-2
490
INV IN. 477.o1 FROM MH-i
EX. INV OUT. 476.81
STA:2+
RIM:482.83z.83
490
INV IN. 478.62 FROM MH-3 (2)
MH-i
INV OUT. 478.42 TO MH-1
8" SDR-26 PVC
STA:o+69.12
326.37 LF Qa 6.67%
RIM:482-75
485
INV IN. 477.62 FROM MH-2
485
INV OUT.
477.42 TO EX MH-HrvstMn-i-i
3.5'
48o
TIE-IN TO
EXISTING
MIN.
480
SANITARY SEWER
MANHOLE
8" SDR-26
PVC
8" SDR-26 PVC
143-87 LF @
o•56%
475
65.12 LF Qa 0.63%
475
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M H-7 - EX M H-H RVSTM N-1-1
7+50 8+oo 8+50 9+00 9+50 10+00 20+50 11+00 11+50
ACSA GENERAL WATER & SEWER CONDITIONS
1. WORK SHALL BE SUBJECT TO INSPECTION BY ALBEMARLE COUNTY SERVICE AUTHORITY (ACSA) INSPECTORS. THE CONTRACTOR WILL
BE RESPONSIBLE FOR NOTIFYING THE PROPER ACSA OFFICIALS AT THE START OF THE WORK.
2. THE 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.
3. ALL MATERIALS AND CONSTRUCTION SHALL COMPLY WITH THE CURRENT EDITION OF THE GENERAL WATER AND SEWER
CONSTRUCTION SPECIFICATIONS, AS ADOPTED BY THE ACSA.
4. DATUM FOR ALL ELEVATIONS SHOWN IN NATIONAL GEODETIC SURVEY.
5. THE CONTRACTOR SHALL BE RESPONSIBLE FOR NOTIFYING MISS UTILITY (i-800-552-7001).
6. 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.
7. ALL WATER AND SEWER APPURTENANCES ARE TO BE LOCATED OUTSIDE OF ROADSIDE DITCHES.
8. VALVES ON DEADEND LINES SHALL BE RODDED TO PROVIDE ADEQUATE RESTRAINT FOR THE VALVE DURING A FUTURE EXTENSION OF
THE LINE.
9. TREES ARE NOT PERMITTED IN THE ACSA EASEMENT.
io. 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).
A MH-8
) MH-6
iE (TYP.)
A 3o" DIP
ZOSSING
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 i' 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 2113, 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.o3G.
VERTICAL GRAPHIC SCALE
( IN FEET )
1 inch = 5 ft.
HORIZONTAL GRAPHIC SCALE
50 0 25 50 100
( IN FEET )
1 inch = 50 ft.
200
k7
SCOTT/R. CiTLL.
No. 35791
A 05/19/2021
ONAL
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SCALE
III _501
12
575
570
565
56o
555
MH-16
550 STA:0+71.84
R I M:544'00
INV IN. 531-45 FROM MH-17
INV OUT. 531.25 TO MH-11
� � V
M H-li \
STA:o+oo.00
RIM:539.00
INV IN. 526.45 FROM MH-16
INV IN. 526.45 FROM MH-12
INV OUT. 526.25 TO MH-io
540
535
530
DI
2OSSING
a<k
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EXISTING GRADE (TN
M H-20
STA:4+72.47
RIM:56o.z5
INV IN. 549-53 FROM MH-21
INV OUT. 54933 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: z+86.34 /
RIM:555.13
INV IN. 547.2o FROM MH-19 P
INV OUT. 547.00 TO MH-17 PROPOSED 8" DI
MH-i7 WATERLINE CROSSING
STA:1+62.33
RIM:546.76
INV IN. 539.2o FROM MH-18
INV OUT. 539.00 TO MH-16
SDR-26 P 4�/0 8" SDR-z6 PVC
81.61 LF 1 89.46 LF Qa 0.70%
575
MH-24
MH-23
M H-zz
STA:8+o5. z1
STA:9+zg.53
MH-21
STA:6+94.67
RIM:57i.i7
STA:6+44.07
RIM:567.66
INV IN. 567
INV IN. 56z.y5 FROM MH-24
INV OUT. 563.4z TO MH-z3
RIM.
INV IN. 561.zo FROM MH-23
INV OUT. 562.25 TO MH-zz
570
INV IN. 55937 FROM MH-22
INV OUT. 561.00 TO MH-21
INV OUT. 559.i7 TO MH-20
/
1
_
PROP 50 ED 8" DI
WATERLINE CROSSING
PROPOSED 8" DI
WATERLINE CROSSING
565
18'
2.3'
8"
SDR-26 PVC
SDR-z6 PVC
1z0.3z
LF Qa o.81%
8"
106.55 LF @ 0.991/b
560
;ED GRADE (TYP.
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INV IN. 518
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565
1 555
1 550
1 545
1 540
MH-8
STA:1+oo.45
/ RIM:533.00
INV IN. 529.78 FROM MH-g
535 INV OUT. 5i9.58TO MH-7
MH-7
STA:o+oo.00 IN
RIM:5z3-75
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525
-PROPOSrD 6o" MH
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1 520
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5�5 96.45 LF @a 1.12%
1 510
GRADE
8" SDR-26 PVC
n.45 LF @ 0.520A
545
540
NOTES:
1. ALL FILL TO BE PLACED AT 9S%COMPACTION.
z. MINIMUM 3.5' OF COVER MUST BE MAINTAINED OVER W/L.
3. MINIMUM OF 1' 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.
VERTICAL GRAPHIC SCALE
5 0 2.5 5 10
( IN FEET )
1 inch = 5 ft.
HORIZONTAL GRAPHIC SCALE
( IN FEET )
1 inch = 50 ft.
MH-i5
STA:8+19.32
MH-1y RIM:563.50
STA:7+09.65 INV OUT. 557-75 TO MH-14
RIM:559-58
FROM MH-15 /
INV IN. 553.2o
INV OUT.
553-oo TO MH-13 /
MH-13
/
STA:6+25.51
RIM:554-00
INV IN. 548.2o FROM MH-14
/
INV OUT. 548.00 TO MH-12
--
SRM 3865
/
856RF�31ro
INV IN. 541.2o FROM MH-13
yo5
INV OUT. 541.00 TO MH-11
EXISTING GRADE
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MH-i1/
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539
INV IN. S26.45 FROM MH-16
INV IN. FROM MH-22
WATERLINE
CROSSING
6QJ.6°
C
526.45
INV OUT. TO MH-10
g
5z6.z5
/
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MH-10
STA:3+6739
11.5'
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INV IN. 524.7o FROM MH-11 z5
INV OUT. 5z4.5o TO MH-g
5. z
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Mk-9
STA:2+41.89
RIM:526.5o
INV
IN. 520.7o FROM MH-lo
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INV
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oti
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MH-15 - MH-7
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2'
565
1555
1 550
1545
1540
1535
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SC07 R. LLINSZ
No. 35791
pow 05/19/2021 ���
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JOB NO.
182152
SCALE
III _501
SHEET NO.
13
NOTES:
i. ALL FILL TO BE PLACED AT 95% COMPACTION.
2. 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 2113, 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-1 AS 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-1 AS FOUND IN
THE 2oo8 ROAD AND BRIDGE STANDARDS.
e0
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F
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TP=543.83
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INV IN: 53635 TO 2
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55
INV OUT: 536.25 TO 8
0
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550
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STR:8 VDOT STD. MH
Z Z Z 0
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w 11 > > > >
9 9.
INV IN: 534 ooTOlo
Ln Z Z Z Z
545
INV IN: 535.So TO 26
INV OUT: 529.67 TO 6
15"
RCP
543o
LF �a 5.52%
540
540
PROPOSED
8" DI
1 5
1.4'
15" RCP
WATERLINE
CROSSING
46.o1 LF @a 3.26%
PROPOSED
8" S INITARY
535
SEWER
CROSSING
535
4.1 Li5" RCP
28.o5 LF @a 2.92%
530 PROPOSED 8" S..... RY
SEWER CROSSING
15" RCP
2
5.56 LF @a 2.93%
CONTRACTORSHALL INSTALL A
" THICK STEEL PLATE AT THE
5�5 BOTTOM OF THE STRUCTURE
rn Itm 0 ko M io 0 0
00 Cq� rl
a a �' In In
In Ln
0+00 o+5o 1+00 1+50 2+00
STR-36 - STR-8
530
570
565
56o
555
550
545
540
535
530
525
D VDOT STD.
RIPRAP OUT
5zo
INV. OUT=5i
515
PROPOSED GRADE (TYP
STR:io VDOT STD. DI-3B (L=6')
TP=543.92
INV IN: 537.42 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: oTO 26
0
m
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0
p m �
STR:18 VDOT STD. DI-313 � (L-12') > 570
STR:16 VDOT STD. DI-3B INV IN
(L=6') TP=56633 n'�
: 55935TO zo d In
O>
TP=559.83 INV IN: 562.83 TO ROOFn v~i H Z
INV IN: 552.77 TO 22 INV OUT: 559.25 TO 16
INV IN: 552.77 TO 18 ,
INV IN: 55633 TO ROOF6 565
INV OUT: 552.67 TO 14 PROPOSED 8" DI
-WATERLINE CROSSING PROPOSED 8' DI
STR:14 VDOT STD. DI-36 (L=8')
TP=556.84 WATERLINE CROSSING
I N V I N: 549.75 TO i6
INV IN: 55333 TO ROOF5 56o
INV OUT: 54633 TO 12
STR:12 VDOT STD. DI-313 (L=6')
TP=548.28 /
INV IN: 542.25 TO 14 PROPOSED 8" DI 15 RCP o
INV IN: 541.00 TO 12B WATERLINE CROSSING 30.23 LF Qa i.o6/o
INV IN: 543.25 TO ROOF4 RCQ y9°/0 555
INV OUT: 540.90 TO io
/
/
5355
INV OUT: 529.67
TO 6
00
STR:6 VDOT
STD. DI-313 (L=1o')
PROPOSED
6" DI
TP=534.25
WATERLINE
CROSSING
INV IN: 528.58 TO
8
INV
/
OUT: 523.5o TO
4
1.3
8`F�y89%
1y0.5
STR:4 VDOT STD. DI-3B (L-8')
ow
TP=527.58
INV IN: 522.25 TO 6.�w7
INV IN: 5zo.z7 TO 4BJ
INV OUT: 520.17 TO 2
CONTRACTOR SHALL INSTALL
%"THICK STEEL PLATE AT THE
BOTTOM OF THE STRUCTURE
A
11f
18" RCP
STR:2 VDOT STD. MH
54.69 LF Qa 2.14%
. 5z
INV IN: 52919.5z TOO4 4
1.0, CONTRACTORISHALLINSTALLA
% THICK STEEL PLATE AT E
INV OUT: 519.4z TO /
BOTTOM OF THE STRUCTURE
PROPOSED 8' SANITARY
SEWER CROSSING
1 \
24" RCP
62.15 LF Qa 1.75%
L
CONTRACTORSHALL
INSTALL A
z"
BOTTOM
THICK STEEL PLATE AT THE
OF THE STRUCTURE
3o" RCP
30' RC ° 91.33 LF @ 0.71%
65.7o LF Qa o.64/0
24" RCP
76.74
LF Qa 1.63%
In
I�
n
Ol
co I�
co N
00 l0
CO
�,Ln
vi
�
� vi
vi
vmi
Ln
9+75 10+00 10+50 11+00 11+50 12+00 12+50 13+00
00
J
EXISTING GRADE (TYP.
J
°m
i
m
m ry n
o
o
d
STR:16 VDOT STD. DI-3B (L=6')
Ci
N O
0 0 O
TP=559 83
r
Ln
00 o
in H- 0
INV IN: 552.77TO 22
r
N o ,0;,
O ° v
INV IN: 2. TO 18
55 77
0 -? ~ `n-m
0 N ko m tn-
M" v
_> oo � ..
INV IN: 55633 TO ROOF6
>
m v"'i �F
a 0) Ln
INV OUT: 552.67TO14
n
Lzzp
� 1>O
a>>>
CL
� ZZ
,n�-zzz
56o 56o
PROPOSED 8" DI
WATERLINE CROSSING FPROPOSED GRADE (TYP
555 555
550
i5' RCP
28.73 LF Qa o.8o%
::-,4 � �
15" RCP
3.4' 55.27 LF @a 1.63%
550
PROPOSED 8"
SEWER CROS:
5�5 N a
Ln
m 0
v� v
0+00 0+50 1+00
2+So 3+00 STR-24 - STR-16
a6.4 F�33a%
CONTRACTOR SHALL INSTALL A
-'/a" THICK STEEL PLATE AT THE
BOTTOM OF THE STRUCTURE
VERTICA� GRAPHf SCALE
2.s
.
W
co
Ol
m N
In
co
C.
13+50 14+00
14+50 15+00
15+50
STR-2o TO OUTFALL
J
m N
M w
p ON
STR:12 VDOT STD. DI-3B (L=6')
o � O 555
S
TP=548.28
-0 H
INV IN: 543.25 TO 14
o?
INV IN: 541.00TO 12B
o ° a
INV IN: 543.25 TO ROOF4
m N uN�iH
INV OUT: 540.90 TO io
N 00 D
�n ? O
550
d > > 550
Ln HzZ
PROPOSED 8"
WATERLINE CROSSIP
540
535
545
ROPOSED GRADE (TYP.)
1.3'
540
15" RCP
34.o9 LF Qa 1.17%
535
545 N
a m
-0+25 0+00 0+50 0+75
STR-12B TO STR-12
( IN FEET )
1 inch = 5
( IN FEET )
lD
V1
M m
N O
O
Ltl
"0
16+oo 16+5o 17+00 17+50 18+oo 18+50
555 0
V
EXISTING GRADE (TYP.) ^'
I 0
TR:lo VDOT STD. DI-3B (L=6') p p
TP=543.92Ln ~
INV IN: 537-42 TO 12 -v+
INV IN: 536.75TOloB 0 m
INV IN: 540.42TO ROOF3 m CO F
INV OUT: 53517T08 0
't=O
u CL >
545 I~ Z
WATERLINE CRC
540
550
545
540
535
530
525
520
515
19+00 19+25
W
EXISTING GRADE (TYP.) m i
535
535 0 -0 0
550Ci
o
Ln P 00
0
STR:4 VDOT STD. DI-313 (L=8') o � N
TP=527.58 00 `
INV IN: 522.25 TO 6 ' in Z O 530
545
INV IN: 520.27 TO 4B 0_ z z
Ln F-- -
INV OUT: 520.17 TO z
D GRADE
(TYP.)
525 525
54o
PROPOSED GRADE (TYP.) PROPOSED 8" DI
WATERLINE CROSSING SING
III
l z
520 11520
535 535 15" RCP
28. RCPg6 LF Qa z.S9% 27.72 LF @a 1.12%
8.
CON TRACTIOR SHALL INSTAL
%" THICKK STEEL PLATE AT TF 515 515
530 BOTTOM OF THE STRUCTURE
O
ai
a
0+00 0+50
STR-1oB - STR-so
� N
N N
-0+25 0+00 0+5o 0+75
STR-4B TO STR-4
SCOTT/R. CiTLLINS'Z
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pow 05/19/2021
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SCALE
III _501
SHEET NO.
14
EXISTING GRADE (TYP.)
555
555
50
J
U
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0� MNO
550
P zo O 0 �-
550
v7 H- r
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STR:28B VDOT STD. DI-36 (L=6')
M
p o 0 of 00
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TP=545.33
m a..
INV IN: Syo.00TOYD-io
N z z z p
INV OUT: 539.00 TO 28
545
F a»»
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545
PROPOSED
WATER
crrn ni-r
i-n�cclnv-�
ROPOSED GRADE
(TYP.)
540 1 III 1�.5 --J 1 1 540
L15" RCP
535 so.81 LF @a 1.97% 535
In N N N
o m
0+00 0+50
STR-28B -STR-28
Co
11
M
p o
555
° 555
EXISTING GRADE (TYP.)
Ln -o
H
1 I
o 00 `"
>>
STR:30 VDOT STD. DI-36 (L=6')
o M
TP=54833
m O6 ^�
INV IN: 541.1oTO3oB
m Ln-0
INV IN: 543.00 TO 32
�rzz 550
INV OUT: 541.00 TO 28
(-PROPOSED GRADE (TYP.)
545 545
1 2' PROPOSED 8" DI
WATERLINE CROSS
540 540
15" RCP
27.75 LF (7a 1.44%
535
Ln M
M
o Co
0+00 0+50
STR-3oB - STR-3o
NOTES:
I. ALL FILL TO BE PLACED AT 95%COMPACTION.
2. MINIMUM 3.S' 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.
535
00
11
GRADE (TYP.
CoEXISTING
� M
565
0 0
STR:34 VDOT STD. DI-313 (L=6')
1n _00
I- `^
TP=558.17
0 ^ v
INV IN: 55135TO34B
w iO H
INV IN: 552.35TO36
't000D
INV IN: 554.67TO ROOF10
>
INV OUT: 551.25 TO 32
U) I- z
�PROPO
PROPOSED
8"
DI
WATERLINE CROSSING
-
NOTE: ALL DRAINAGE STRUCTURES WITH A DEPTH
OF 12' OR GREATER SHALL HAVE SAFETY SLABS IN
ACCORDANCE WITH STANDARD SL-1 AS 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-1 AS FOUND IN
THE 2oo8 ROAD AND BRIDGE STANDARDS.
550
545
56o
GRADE (TYP.)
555
550
i5" RCP
28.7o LF Qa o.8o%
545
Co
O 00
0+00 0+50
STR-34B - STR-34
J
m
o am a _
p a a0 g x
� 00 p 00
H �F
O N N V
p 0 O to '6
525 N N `"> > O C" "„ 525
? ,n.Z Z p m o Z H
F a > > > ry n >
n r z z Z u z o
Ln � w ?
520 r\ I 520
EXISTING GRADE
515
510
VERTICAL GRAPHIC SCALE
5 0 2.5 5 10
( IN FEET )
1 inch = 5 ft.
HORIZONTAL GRAPHIC SCALE
( IN FEET )
1 inch = 50 ft.
STR:40 VDOT STD. DI-3B (L=8')
TP=521.00
INV IN: 516.02 TO 42
INV OUT: 515.92 TO 38B ao
00 d
m
M y
Sm ' S
v p a a0 O
H OO--
o M o N L
00 F- N N l ~
5�5 Ln 0 p 0 o o LnS25
STR:38 VDOT STD. MH-� - u N N H `" `"� ->
TP=519 92 0 . . H �� v ? Z O *A v, 0
INV IN: 514.10TO38B m 00 �� a 11 z z z a>
INV IN:514.1oTO48 °+�Z� ~--- �t-z
INV OUT. 514.00 Tb EX. COLVER F d > >
1 520 i In Z Z 520
I III III -EXISTING GRADE (TYP.)
PROPOSED GRADE (TYP.) /
515 15 RCP
48.63 LF Qa o.gg%
15" RCP
15.6o LF Qa o.96%
1R15" RCP
510 48.67 LF Qa 3.23% 27.81 LF Qa 0.54% 510
I. 0)� m
Vl H In N N
0+00 0+50 1+00
STR-44 - =-38
1S" RCP
66.17 LF @ 0.73%
O Co
O O N
o N o 0
N N N N
N IXI
0+00 0+50
STR-42B - STR-42
20
515
510
NOTE: WATER MAIN CROSSING BELOW
CULVERT SHALL BE INSULATED.
565 PROPOSED GRADE (TYP.),
565
EXISTING
560
GRADE
(TYP.)
PROPOSED
VDOT
WITH RIPRAP
�
STD. ES-1
OUTFALL
- -
560
15" RCP
13' NV.
IN=560.42
67.34 LF C o.62%
INV. OUT-56o.00
�PROPOSED
INSI
LATED
WATERLINE
CROSSING
555
555
O
00 n
ko �D
yj W
W O
00 N
N
In
N
0+00 0+50 1+00 1+50
CULVERT
2+00 2+50
tT
SCOTT/R. CiTLLINS'Z
No. 35791
pow 05/19/2021
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Project Berkmar Overlook
Plan SheetNo.
Designer AML, PE
Sheet 1 of 1
Culvert
Rev. Data
Date 1!3/2020
AHW Controls
STATION:
HYDROLOGICAL DATA:
100 yr. Flood plain
elev.
DesignAHWdepth
elev.
Structures
elev.
freq. TWelev.
Culvert#1: DA=0.56 ac., Cw=0.45, Tc=13 min., 2-year Q=0.93 ds, 10-year Q=1.29
_
Cfs
Shoulder
_
elev. 562.5
_
CL
elev. 562.33
DISCHARGES USED
RISKASSESSMENT
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 Ong. Gr. Elev.
Q = CFS
HEADWATER COMPUTATIONS
CONT.
OUTLET
End
INLET CONT.
OUTLET CONTROL
CULVERT TYPE &SIZE
Q
Q/B
HW.
VELOCITY
Treat
COMMENTS
HW/D
HW
Ke
do
(dc+D)/2
ho
H
LSo
HIN
C.M.
Smoolh
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 Outlet Protection
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=519.50
PROPOSED GRADE (TYP.)- INV IN: 514-55 TO SWM
INV IN: 514-55 TO So
STR:38 VDOT STD. MH INV OUT: 514-45 TO 38
TP=S19.92 525
INV IN: 514.10 TO 38B
INV IN: 514.10 TO 48
INV OUT. S14.00 Tb EX. CULVERT STR:So VDOT STD. DI-313 (L=6')
TP=52o.17
INV OUT: 2o I UT: S 4�548
520
XISTING GRADE (TYP.)
515 1 111 1 11 1 11 1 515
24" RCP 15" RCP
17.06 LF 2.05% 18.82 LF @ 1.97%
51O I I I 510
m
N �
0+00 0+50
JSTR-50-STR-38
535
EXISTING GRADE
(TYP.)
F-
0
PROPOSED
GRADE (TYP.
00
Ln a
530
LU
�Ln
530
C] M
_�
O
v) I o
r
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0
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/
g In
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-CoZ Z 0
IX u>
Ln F-z
525
Ln F-zzz
520
520
515
515
2
L c 1-990
118.99
510
510
o
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,N, a,
0)
V
In
0+00 0+50 1+00
SWIM - STR-48
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182152
SCALE
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SHEET NO.
15
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♦♦
SCOTT R. LLINS'Z
U No. 35791 .1:�-
♦♦ �� _ _ \ �� \ v \ \ \ 4�0� 05/19/2021ft' we
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• YD-9 :::.... �� ♦ �s'# CULVERT
i �� l% \ ♦l• W � / � i mot---\ \ \ � \ \ \�
PROPOSED PRIVATE YARD ,
�
\ \
& ROOF RAIN SYSTEM LOT 6 , ♦ \ / \ \ Z
YD-8 ♦ ♦ , \ W \ \ \ \ \ \
6
5 / _ , K ♦ sy �_- _ \ O \ / PROPOSED DRAINAGE DIVIDE (TYPJ \ \ \ \ \ \ \ \ \� \ \ \ o
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LOT 9 ♦ 64 6 \ \ o a as o
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
15
5.7
14.7
20
' ♦ �� /�� .air\ \, � , • • • -� �^., ,\ � •
DRAINAGE
DESCRIPTIONS
e
\
YD-S
�w
\
STIR. NO.
PIPE INFORMATION
INLET
INFORMATION
DIA.
(in.)
LENGTH'
(ft.)
SLOPE
(%)
INVERT
IN
INVERT
OUT
MATERIAL
INLET TYPE
Curb
Type
SLOT
LENGTH
RIM
ELEVATION
20
DI-38
CG-6
10
566.63
19
15
30.23
1.06%
559.67
559.35
RCP
18
DI-36
CG-6
12
566.33
17
15
151.22
4.29%
559.25
552.77
RCP
16
DI-36
CG-6
6
559.83
15
15
86.44
3.38%
552.67
549.75
RCP
14
DI-313
CG-6
8
556.84
13
15
122.34
4.15%
546.33
541.25
RCP
12
DI313
CG-6
6
548.28
Structure
Area
Acres
Cw
t°
11'Hu.
\ 11
18
120.58
2.89%
540.90
537.42
RCP
10
DI-313
CG-6
6
543.92
9
18
54.69
2.14%
535.17
534.00
RCP
2
4
4B
6
8
10
10B
12
12B
14
16
18
20
22
24
26
28
28B
30
30B
32
34
34B
36
38
38B
40
42
44
46
1 48
50
SWM
42B
ROOF 1
ROOF2
ROOF3
ROOF4
ROOF5
ROOF6
ROOF?
ROOF8
ROOF9
ROOF10
ROOF11
YD-1
YD-2
YD-3
YD-4
YD-5
YD-6
YD-7
YD-8
YD-9
YD-10
YD-11
YD-12
YD-13
Yp_14
YD-15
YD-16
YD-17
YD-18
YD-20
YD-21
YD-22
CULVERT
YD-23
YD-24
YD-25
YD-26
YD-27
0.00
0.09
0.15
0.11
0.00
0.12
0.18
0.16
0.33
0.14
0.12
0.42
0.35
0.18
0.04
0.05
0.11
0.03
0.07
0.09
0.15
0.07
0.12
0.22
0.00
0.06
0.15
0.14
0.21
0.00
0.11
0.10
0.01
0.84
0.16
0.06
0.09
0.09
0.09
0.09
0.14
0.16
0.13
0.14
0.12
0.27
0.14
0.17
0.15
0.13
0.03
0.05
0.03
0.09
0.00
0.08
0.16
0.07
0.11
0.10
0.05
0.09
0.04
0.17
0.08
0.17
0.35
0.56
0.01
0.07
0.04
0.17
0.02
0.90
0.65
0.55
0.75
0.90
0.70
0.50
0.
0.6565
0.65
0.70
0.70
0.70
0.70
0.60
0.75
0.70
0.60
0.70
0.70
0.60
0.70
0.75
0.55
0.90
0.85
0.70
0.65
0.35
0.90
0.30
0.60
0.90
0.55
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.90
0.30
0.50
0.50
0.30
0.50
0.30
0.30
0.55
0.50
0.90
0.50
0.45
0.45
0.45
0.50
0.50
0.55
0.75
0.45
0.40
0.50
0.35
0.45
0.30
0.30
0.30
0.30
0.30
5.0
5.0
6.0
5.0
5.0
6.0
6.0
6.0
6.0
6.0
5.0
6.0
6.0
6.0
5.0
5.0
5.0
5.0
6.0
5.0
6.0
6.0
6.0
6.0
5.0
5.0
6.0
5.0
11.0
5.0
6.0
6.0
5.0
10.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
5.0
9.0
6.0
6.0
6.0
5.0
6.0
6.0
6.0
6.0
5.0
6.0
6.0
6.0
6.0
6.0
6.0
6.0
6.0YD-19
6.0
6.0
6.0
8.0
13.0
5.0
5.0
5.0
8.0
5.0
�
-
8
MH
CG-6
0
541.17
7
24
1 62.15
1.75%
529.67
528.58
1 RCP
I
I
6
DI-36
CG-6
10
534.25
5
24
76.74
1.63%
523.50
522.25
RCP
4
DI-313
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-36
CG-6
8
527.67
4A
15
1 27.72
1.12%
520.58
520.27
1 RCP
1
1
1013
DI-3C
CG-6
8
544.08
10A
15
28.96
2.59%
537.50
536.75
RCP
12B
DI-313
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-313
CG-6
8
559.92
21
15
28.73
1 0.80%
553.00
552.77
RCP
36
DI-36
CG-6
8
561.08
35
15
55.41
5.38%
555.33
552.35
RCP
34
DI-36
CG-6
6
558.17
33
15
99.78
5.16%
551.25
546.10
RCP
32
DI-38
CG-6
8
552.00
31
15
54.30
5.52%
546.00
543.00
RCP
30
DI-36
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-313
CG-6
6
543.83
25
15
25.56
2.93%
536.25
535.50
RCP
28B
DI-38
CG-6
6
545.33
28A
15
50.81
1.97%
539.00
538.00
RCP
30B
DI313
CG-6
8
548.50
30A
15
27.75
1.44%
541.50
541.10
RCP
34B
DI-38
CG-6
8
558.67
34A
15
28.70
0.80%
551.58
551.35
RCP
44
DI-1
CG-6
0
521.00
43
15
48.63
0.99%
516.75
516.27
RCP
42
DI313
CG-6
8
521.08
41
15
27.81
0.54%
516.17
516.02
RCP
40
DI-313
CG-6
8
521.00
39
15
48.67
3.23%
515.92
514.35
RCP
38B
DI-3C
CG-6
8
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
I CG-6
0
519.50
47
24
17.06
2.05%
514.45
514.10
RCP
SWIM
0.0
CG-6
0
523.50
24
118.99
1.99%
516.92
1 514.55
1 RCP
I
42B
MH
CG-6
0
520.00
42A
15
66.17
0.73%
516.75
516.27
RCP
Design Storm Year =
10
TH 0
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PIPE DESIGN
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Pipe
Hydrology
Pipe
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Pipe run: SiF2-20-SWM 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
INLET
OUTLET WATER
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JUNCTION LOSS
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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
w o 4
j2 c 2
d 5
v d
' w p
c
3
V o
c o u
N
N
N O
o
O
N m
o
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rn E
~O $
O .o o
r3q3
3 d J 4 tmi Z`
�
a o
¢ 0 0 a a a
of co wo
ro v}i rn a u
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
1 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
4.60
1.33
1.00
0.34
0.00
12
3B
6.0
0.16
0.70
0.112
0.45
0.00
0.45
0.0505
0.0200
2.0
0.0833
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
0.65
0.215
0.86
0.00
0.86
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
0.1466
0.1637
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
1 3.5192
0.1466
0.1608
1 4.59
1.31
1.00
0.34
1 0.00
18
3B
12.0
0.42
0.70
0.294
1.18
0.00
1.18
0.0319
0.0200
1 2.0
0.0833
4.1650
1 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
i()
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
1 8.0
0.09
0.70
1 0.063
0.25
1 0.00
0.25
0.0659
0.0200
2.0
0.0833
4.1650
2.79
0.99
1 3.5192
0.1466
0.1652
1 5.54
1.44
1.00
0.25
1 0.00
32
3B
8.0
0.15
0.60
0.090
0.36
0.00
0.36
0.0627
0.0200
1 2.0
0.0833
4.1650
1 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
2.62
0.99
3.5192
0.1466
0.1652
4.74
1.27
1.00
0.20
0.00
34B
3B
8.0
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
0.36
0.00
36
3B
8.0
0.22
0.55
0.121
0.48
0.00
0.48
0.0375
0.0200
2.0
0.0833
4.1650
3.96
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
6.73
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
0.0833
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
0.1466
0.1637
3.91
1.54
1.00
0.24
0.00
- for inlets draining to stormwater management facilities, where overland flow to facilities is not available, 100% capture is required at 6.5in/hr
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
y
a C
i0 5
N n C
O
- C
.0.. U
W
O W
fV N N
J
L
v
Y N V
0 3o
^ W 2 C
x c d
O
O p
O U 'Co c
N O O
lea
J
�i N N
N C
C 3
X '� N 3 O O Y
F O
A o
m ..
x
N33
U
Ul _ y o r`p
i�
m O z
¢ a
�' rn
x " 6
3 J a m
a >
¢ ti U O O U
vS U W w
eo in W ui i3 U c16i of
4
3B
8.0
0.09
0.65
0.059
0.38
1 0.00
1 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
3B
8.0
0.15
0.55
0.083
0.54
0.00
0.54
0.0726
0.0200
2.0
0.0833
4.1650
3.64
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
1 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
0.0833
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
1.00
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
1.02
1.00
0.59
0.00
16
3B
1 6.0
0.12
1 0.70
1 0.084
0.55
0.00
0.55
0.0223
1 0.0200
1 2.0
0.0833
1 4.1650
1 4.57
0.92
3.5192
1 0.1466
0.1549
1 5.75
1.04
1.00
0.55
0.00
18
3B
12.0
0.42
0.70
0.294
1.91
0.00
1 1.91
0.0319
0.0200
2.0
0.0833
4.1650
6.84
0.75
3.5192
0.1466
0.1300
12.04
1.00
1.00
1.91
0.00
20
3B
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
0.18
0.70
0.126
0.82
0.00
0.82
0.0223
0.0200
2.0
0.0833
4.1650
5.32
0.87
3.5192
0.1466
0,1476
7.02
1.14
1.00
0.82
0.00
24
3B
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
2.97
2.02
1.00
0.16
0.00
26
3B
6.0
0.05
0.75
0.038
0.24
0.00
0.24
0.0200
0.0200
2.0
0.0833
4.1650
3.45
0.97
3.5192
0.1466
0.1622
3.86
1.55
1.00
0.24
0.00
28B
3B
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
8.0
0.09
0.70
0.063
0.41
0.00
0.41
0.0659
0.0200
2.0
0.0833
4.1650
3.35
0.98
3.5192
0.1466
0.1637
6.83
1.17
1.00
0.41
0.00
32
3B
1 8.0
0.15
1 0.60
1 0.090
0.59
1 0.00
1 0.59
0.0627
1 0.0200
1 2.0
0.0833
1 4.1650
1 3.87
0.96
3.5192
0.1466
0.1608
1 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
0.0833
4.1650
3.14
0.99
3.5192
0.1466
0.1652
5.82
1.03
1.00
0.32
0.00
34B
3B
8.0
0.12
0.75
0.090
0.59
0.00
0.59
0.0617
0.0200
2.0
0.0833
4.1650
3.88
0.96
3.5192
0.1466
0.1608
7.86
1.02
1.00
0.59
0.00
36
3B
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
3B
8.0
0.15
0.70
0.105
0.68
0.00
0.68
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
0.68
0.00
42
3B
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
3B
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
- for inlets draining to stormwater management facilities, where overland flow to tacilities is not available, 1UU% capture is required at 6.5m/hr
STRUCTURE
DRAINAGE
D
(IN)
FLOW TYPE
INLET
TYPE
AREA
(FT 2)
PERIMETER
(FT)
A
(ACRES)
C
I
(IN/HR)
Q
(CFS)
44
DI-1
2.33
10.00
0.35
0.35
4.00
0.49
0.8
WEIRFLOW
44
DI-1
2.33
10.00
0.35
0.35
6.50
0.80
1.1
WEIRFLOW
44
DI-1 - 50%clogged
1.17
5.00
0.35
0.35
4.00
0.49
1.2
WEIRFLOW
44
DI-1 - 50% clogged
1.17
5.00
0.35
0.35
6.50
0.80
1.7
WEIRFLOW
48
DI-1
2.33
10.00
0.11
0.30
4.00
0.13
0.3
WEIRFLOW
48
DI-1
2.33
10.00
0.11
0.30
6.50
0.21
0.4
WEIRFLOW
48
DI-1 - 50%clogged
1.17
5.00
1 0.11
0.30
4.00
0.13
1 0.5
WEIR FLOW
48
DI-1 - 50%clogged
1.17
1 5.00
1 0.11
0.30
6.50 1
0.21
1 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
6
O
p
d^
N
y
m05
a
c
H
2
m0
n
U
.�..
15
C
O
c,
u
u o
B
o
3
u
p
o
m
_
c
Z
`N
a
.�
m
O
F-
o
'm
3 a
c
N
>ti
x
y
E
U
£
0
N
n
H
3
c
m
a
a
c5
¢
U o o
d
v
n
3
v3
a
N
m
i
left
1 0.05
1 0.50
10.025TO.10
1 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
corbined flow
0.4
0.06
1 0.124T
2.83
left
1 0.06
1 0.70
1 0.042
0.17
0.00
0.17
0.0010
0.0200
2.0
0.0200
1.0000
5.26
right
1 0.05
1 0.70
10.0351
0.14
1 0.00
0.14
0.0010
0.0200
2.0
0.0200
1.0000
4.91
28 3C
8.0
combined flow
0.3
0.05
0.111 F2.55
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
0.85
0.026
1 0.10
1 0.00
0.10
1 0.0010
0.0200
1 2.0
0.0833
4.1650
4.36
38B 3C
8.0
combined flow
0.2
1
0.04
0.085
1.94
gutter longitudinal slope of U.UU1 should be used in a sump condition
grate inlets (DI-7) in open pavement areas will not have a curb spread, but will have inlet spread and depth
for inlets draining to stormwater management facilities, the 6.5in/hr check storm will suffice for the
10yr conveyance to the facilities
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.
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
Hydrology
Curb and Gutter
Inlet
�
n
v 42
m
m
o
c
C
O
4
y
C
N
p
0
C
ICU
r
c O
0
r
E
0
¢ c
rn
inii
c
H
a >
a ci U U U U
vi
d
a
rr
left
1 0.05
1 0.50
10.0251
0.16
1 0.00
0.16
0.0200
0.0200
2.0
0.0833
4.1650
2.96
right
0.13
0.50
0.065
0.42
0.00
0.42
0.0200
0.0200
2.0
0.0833
4.1650
4.24
10B 3C 8.0
combined flow
0.6
0.08
0,1717
3.92
left
1 0.06
1 0.70
10.0421
0.27
0.00
0.27
0.0200
0.0200
2.0
0.0833
4,1650
3.60
right
1 0.05
1 0.70
10.0351
0.23
1 0.00
0.23
0.0200
0.0200
2.0
0.0833
4.1650
3.36
28 3C 8.0
combined flow
0.5
0.07
0.154
3.63
left
0.03
0.85
0.026
0.17
0.00
0.17
0.0200
0.0200
2.0
0.0833
4.1650
2.98
1
right
0.03
0.85
0.026
1 0.17
1 0.00
1 0.17
0.0200
0.0200
2.0
0.0833
4.1650
2.98
38B 3C 8.0
1 combined flow
1 0.3
1
0.05
1 0.117
2.68
gutter longitudinal slope of 0.001 should be used in a sump condition
grate inlets (DI-7) in open pavement areas will not have a curb spread, but will have inlet spread and depth
for inlets draining to stormwater management facilities, the 6.5in/hr check storm will suffice for the 10yr conveyance to the facilities
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
D
(IN)
FLOW TYPE
INLET
TYPE
AREA
C (FT)
PERRvIETER
(FT)
A
(ACRES)
C
I
(FNHR)
Q
(CFs)
YD-1
24" N to last Yard Inlet
1.40
21.73
0.27
0.30
4.00
0.324
0.35
WEIR FLOW
YD-1
24" N to last Yard Inlet
1.40
21.73
0.27
0.30
6.50
0.527
0.48
WEIR FLOW
YD-1
24" N to last Yard Inlet - 50% clogged
0.70
10.87
0.27
0.30
4.00
0.324
0.55
WEIR FLOW
YD-1
24" N to last Yazd Inlet - 50% clogged
0.70
10.87
0.27
0.30
6.50
0.527
0.77
WEIR FLOW
YD-2
12" N to last Yazd Inlet
0.43
11.19
0.14
0.50
4.00
0.280
0.49
WEIR FLOW
YD-2
12" N to last Yard Inlet
0.43
11.19
0.14
0.50
6.50
0.455
0.68
WEIR FLOW
YD-2
12" N to last Yard Inlet - 50% clogged
0.22
5.60
0.14
0.50
4.00
0.280
0.78
WEIR FLOW
YD-2
12" N to last Yard Inlet - 50% clogged
0.22
5.60
0.14
0.50
6.50
0.455
1.86
WEIR FLOW
YD-3
12" N to last Yazd Inlet
0.43
11.19
0.17
0.50
4.00
1 0.340
0.56
1 WEIR FLOW
YD-3
12" N to last Yazd Inlet
0.43
11.19
0.17
0.50
6.50
0.553
0.78
WEIR FLOW
YD-3
12" N to last Yazd Inlet - 50% clogwd
0.22
1 5.60
0.17
0.50
4.00
0.340
1.04
WEIR FLOW
YD-3
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.17
0.50
6.50
0.553
2.74
WEIR FLOW
YD-4
12" N to last Yard Inlet
0.43
11.19
0.15
0.30
4.00
0.180
0.37
WEIR FLOW
YD-4
12" N to last Yard Inlet
0.43
11.19
0.15
0.30
6.50
0.293
0.51
WEIR FLOW
YD-4
12" N to last Yard Inlet - 50% clogged
0.22
5.60
0.15
0.30
4.00
0.180
0.58
WEIR FLOW
YD-4
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.15
0.30
6.50
0.293
0.81
WEIR FLOW
YD-5
12" N to last Yard Inlet
0.43
11.19
0.13
0.50
4.00
0.260
0.47
WEIR FLOW
YD-5
12" N to last Yard Inlet
0.43
11.19
0.13
0.50
6.50
0.423
0.65
WEIR FLOW
YD-5
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.13
0.50
4.00
0.260
0.75
WEIR FLOW
YD-5
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.13
0.50
6.50
0.423
1.60
WEIR FLAW
YD-6
12" N to last Yazd Inlet
0.43
11.19
0.03
0.30
4.00
0.036
0.13
WEIR FLOW
YD-6
12" N to last Yazd Inlet
0.43
11.19
0.03
0.30
6.50
0.059
0.17
WEIR FLOW
YD-6
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.03
0.30
4.00
0.036
0.20
WEIR FLOW
YD-6
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.03
0.30
6.50
0.059
0.28
WEIR FLOW
YD-7
12" N to last Yard Inlet
0.43
11.19
0.05
0.30
4.00
0.060
0.18
WEIR FLOW
YD-7
12" N to last Yard Inlet
0.43
11.19
0.05
0.30
6.50
0.098
0.24
WEIR FLOW
YD-7
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.05
0.30
4.00
0.060
0.28
WEIR FLOW
YD-7
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.05
0.30
6.50
0.098
0.39
1 WEIR FLOW
YD-8
12" N to last Yard Inlet
0.43
11.19
0.03
0.55
4.00
0.066
0.19
WEIR FLOW
YD-8
12" N to last Yard Inlet
0.43
11.19
0.03
0.55
6.50
0.107
0.26
WEIR FLOW
YD-8
12" N to last Yard Inlet - 50% clogged
0.22
5.60
0.03
0.55
4.00
0.066
0.30
WEIR FLOW
YD-8
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.03
0.55
6.50
0.107
0.41
WEIR FLOW
YD-9
12" N to last Yazd Inlet
0.43
11.19
0.09
0.50
4.00
0.180
0.37
WEIR FLOW
YD-9
12" N to last Yard Inlet
0.43
11.19
0.09
0.50
6.50
0.293
0.51
WEIR FLOW
YD-9
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.09
0.50
4.00
0.180
0.58
WEIR FLOW
YD-9
12" N to last Yard Inlet - 50% clogged
0.22
5.60
0.09
0.50
6.50
0.293
0.81
WEIR FLOW
YD-11
12" N to last Yard Inlet
0.43
11.19
0.08
1 0.50
4.00
1 0.160
0.34
1 WEIR FLOW
YD-11
12" N to last Yazd Inlet
0.43
11.19
0.08
0.50
6.50
0.260
0.47
WEIR FLOW
YD-11
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.08
0.50
4.00
0.160
0.54
WEIR FLOW
YD-11
12" N to last Yard Wet - 50% clogged
0.22
5.60
0.08
0.50
6.50
0.260
0.75
WEIR FLOW
YD-12
12" N to last Yard Inlet
0.43
11.19
0.16
0.45
4.00
0.288
0.50
WEIR FLOW
YD-12
12" N to last Yard Inlet
0.43
11.19
0.16
0.45
6.50
0.468
0.70
WEIR FLOW
YD-12
1 12" N to last Yard Inlet - 50% clogged
0.22
5.60
0.16
0.45
4.00
0.288
0.80
WEIR FLOW
YD-12
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.16
0.45
6.50
0.468
1.97
WEIR FLOW
YD-13
12" N to last Yard Inlet
0.43
11.19
0.07
0.45
4.00
0.126
0.29
WEIR FLOW
YD-13
12" N to last Yard Inlet
0.43
11.19
0.07
0.45
6.50
0.205
0.40
WEIR FLOW
YD-13
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.07
0.45
4.00
0.126
0.46
WEIR FLOW
YD-13
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.07
0.45
6.50
0.205
0.64
WEIR FLAW
YD-14
12" N to last Yazd Inlet
0.43
11.19
0.11
0.45
4.00
0.198
0.39
WEIR FLOW
YD-14
12" N to last Yazd Inlet
0.43
11.19
0.11
0.45
6.50
0.322
0.54
WEIR FLOW
YD-14
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.11
0.45
4.00
0.198
0.62
WEIR FLOW
YD-14
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.11
0.45
6.50
0.322
0.93
WEIR FLOW
YD-15
12" N to last Yard Inlet
0.43
11.19
0.10
0.50
4.00
0.200
0.29
WEIR FLOW
YD-15
12" N to last Yard Inlet
0.43
11.19
0.10
0.50
6.50
0.325
0.40
WEIR FLOW
YD-15
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.10
0.50
4.00
0.200
0.46
WEIR FLOW
YD-15
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.10
0.50
6.50
0.325
0.64
WEIR FLOW
YD-16
12" N to last Yard Inlet
0.43
1 11.19
0.05
0.50
4.00
0.100
0.39
WEIR FLOW
YD-16
12" N to last Yard Inlet
0.43
11.19
0.05
0.50
6.50
0.163
0.54
WEIR FLOW
YD-16
12" N to last Yard Inlet - 50% clogged
0.22
5.60
0.05
0.50
4.00
0.100
0.62
WEIR FLOW
YD-16
12" N to last Yard Wet - 50% clogged
0.22
5.60
0.05
0.50
6.50
0.163
0.93
WEIR FLOW
YD-17
12" N to last Yazd Inlet
0.43
11.19
0.09
0.55
4.00
0.198
0.39
WEIR FLOW
YD-17
12" N to last Yard Inlet
0.43
11.19
0.09
0.55
6.50
0.322
0.55
WEIR FLOW
YD-17
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.09
0.55
4.00
0.198
0.63
WEIR FLOW
YD-17
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.09
0.55
6.50
0.322
0.95
WEIR FLOW
YD-18
12" N to last Yazd Inlet
0.43
11.19
0.04
0.75
4.00
0.120
0.25
WEIR FLOW
YD-18
12" N to last Yazd Inlet
0.43
11.19
0.04
0.75
6.50
0.195
0.34
WEIR FLOW
YD-18
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.04
0.75
4.00
0.120
0.39
WEIR FLOW
YD-18
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.04
0.75
6.50
0.195
0.55
WEIR FLOW
YD-19
12" N to last Yard Inlet
0.43
11.19
0.17
0.45
4.00
0.306
0.39
WEIR FLOW
YD-19
12" N to last Yard Inlet
0.43
11.19
0.17
0.45
1 6.50
0.497
1 0.54
WEIR FLOW
YD-19
12" N to last Yard Inlet - 50% clogged
0.22
5.60
0.17
0.45
4.00
0.306
0.62
WEIR FLOW
YD-19
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.17
0.45
6.50
0.497
0.93
WEIR FLOW
YD-20
12" N to last Yazd Inlet
0.43
11.19
0.08
0.40
4.00
0.128
0.28
WEIR FLOW
YD-20
12" N op last Yard Inlet
0.43
11.19
0.08
0.40
6.50
0.208
0.39
WEIR FLOW
YD-20
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.08
0.40
4.00
0.128
0.45
WEIR FLOW
YD-20
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.08
0.40
6.50
0.208
0.62
WEIR FLOW
YD-21
12" N to last Yazd Inlet
0.43
11.19
0.17
0.50
4.00
0.340
0.52
WEIR FLOW
YD-21
12" N to last Yazd Inlet
0.43
11.19
0.17
0.50
6.50
0.553
0.72
WEIR FLOW
YD-21
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.17
0.50
4.00
0.340
0.84
WEIR FLOW
YD-21
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.17
0.50
6.50
0.553
2.22
WEIR FLOW
YD-22
12" N to last Yard Inlet
0.43
11.19
0.35
0.35
4.00
0.490
0.29
WEIR FLOW
YD-22
12" N to last Yard Inlet
0.43
11.19
0.35
0.35
6.50
0.796
0.40
WEIR FLOW
YD-22
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.35
0.35
4.00
0.490
0.46
WEIR FLOW
YD-22
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.35
0.35
6.50
0.796
0.64
WEIR FLOW
YD-23
12" N to last Yard Inlet
0.43
11.19
0.01
0.30
4.00
0.012
0.56
WEIR FLOW
YD-23
12" N to last Yard Inlet
0.43
11.19
0.01
0.30
6.50
0.020
0.78
WEIR FLOW
YD-23
12" N to last Yard Inlet - 50% clogged
0.22
5.60
0.01
0.30
4.00
0.012
1.04
WEIR FLOW
YD-23
12" N to last Yard et-50%clogged
0.22
5.60
0.01
0.30
6.50
0.020
2.74
WEIR FLOW
YD-24
12" N to last Yazd Inlet
0.43
11.19
0.07
0.30
4.00
0.084
0.72
WEIR FLOW
YD-24
12" N to last Yazd Inlet
0.43
11.19
0.07
0.30
6.50
0.137
1.42
WEIR FLOW
YD-24
12" N to last Yazd Inlet - 50% clo d
0.22
5.60
0.07
0.30
4.00
0.084
2.16
WEIR FLOW
YD-24
12" N to last Yard Wet - 50% clogged
0.22
5.60
0.07
0.30
6.50
0.137
5.69
ORIFICE FLOW
YD-25
12" N to last Yazd Inlet
0.43
11.19
0.04
0.30
4.00
0.048
0.06
WEIR FLOW
YD-25
12" N to last Yazd Inlet
0.43
11.19
0.04
0.30
6.50
0.078
0.08
WEIR FLOW
YD-25
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.04
0.30
4.00
0.048
0.10
WEIR FLOW
YD-25
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.04
0.30
6.50
0.078
0.13
WEIR FLOW
YD-26
12" N to last Yard Inlet
0.43
11.19
0.17
0.30
4.00
0.204
0.22
1 WEIR FLOW
YD-26
12" N to last Yard Inlet
0.43
11.19
0.17
0.30
6.50
0.332
0.31
WEIR FLOW
YD-26
12" N to last Yard Inlet - 50% clogged
0.22
5.60
0.17
0.30
4.00
0.204
0.35
WEIR FLOW
YD-26
12" N to last Yard Inlet - 50% clogged
0.22
5.60
0.17
0.30
6.50
0.332
0.49
WEIR FLOW
YD-27
12" N to last Yazd Inlet
0.43
11.19
0.02
0.30
4.00
0.024
0.15
WEIR FLOW
YD-27
12" N to last Yard Inlet
0.43
11.19
0.02
0.30
6.50
0.039
0.21
WEIR FLOW
YD-27
12" N to last Yazd Inlet - 50% clogged
0.22
5.60
0.02
0.30
4.00
0.024
0.24
WEIR FLOW
YD-27
12" N to last Yard Inlet - 50% clogged
0.22
5.60
0.02
0.30
6.50
0.039
0.33
WEIR FLOW
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182152
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PLANT
LIST
SYMBOL
I BOTANICAL NAME
COMMON NAME
SIZE (MIN.)
CANOPY
STREET TREE QUANTITY
SITE QUANTITY
TOTAL CANOPY
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
CIS
QUERCUS SHUMARDII
SHUMARD OAK
1-1/2" cal.
329
30
9870
UAP
PRINCETON ELM
ULMUSAMERICANA TRINCETON'
1-1/2" cal.
397
14
5558
UPA
ULMUS PARVIFOLIA
ALLEE ELM
1-1/2" cal.
366
2
732
UNDERSTORY TREES
CFA
CORNUS FLORIDA
APPALACHIAN SPRING DOGWOOD
6-T ht.
124
10
1240
MG
MAGNOLIA GRAN DIFLORA TITTLE GEM'
LITTLE GEM MAGNOLIA
6-8' ht.
82
13
1066
MV
MAGNOLIA VIRGIN ICA
SWEETBAY MAGNOLIA
6-T ht.
113
10
1130
PA
PRUNUSSUBHIRTELLA'AUTUMNALIS'
AUTUMNALIS CHERRY
6-8'ht.
77
3
231
SCREENING
MN
ILEX'MARY NEWMARY
NEWHOLLY
4-5' ht.
44
8
352
PS
IPINUS STROBUS
JEASTERN WHITE PINE
I 4-T ht.
1 118
1
1 22
1 2596
JV
IJUNIPERUSVIRGINIANA
EASTERN RED CEDAR
4-Tht.
16
25
400
SHRUBS
CJ
CALLICARPA AMERICANA
AMERICAN BEAUTYBUSH
24" min
12
78
936
IG
I LEX GLABRA'SHAMROCK'
SHAMROCK INKBERRY HOLLY
24" min
23
59
1357
JN
JASMINUM NUDIFLORUM
WINTERJASMINE
24" min
154
(excluded from canopy)
55
0
MP
MYRICA PEN NSYLVANICA
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
1 1210
VP
IVIBURNUMXPRAGENSE
IPRAGUEVIBURNU
4-5'ht
36
1
13
1 468
TOTAL:
TOTAL:
1 88380
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
REQUI RED CANOPY: 76,491 SF (.20 * 8.78 AC * 43,560 SF/1 AC)
TOTAL DESIGN ED CANOPY: 88,380 SF
Evergreen Tree Planting Detail
Not To Scale
TREES UP TO 4" CAL. SHALL BE STAKED
WITH 2-2"x2" HARDWOOD STAKES.
TREES OF 4" 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
2/3 OF BALL AS SHOWN
SCARIFY SUBSOIL TO 4" M IN. DEPTH
COMPACTED SUBGRADE
1992 3.38
FENCINC AND ARMORING
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CORRECT TRUNK ARMORING
TRIANGULAR BOARD
Source: Va. DSWC Plate 3.38.2
III - 401
No. 35791 112�_
05/19/2021��
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TMP 45-82A
LOB 2 35 NHD \ N/F THIRD MESA LLC
4 Conservation Plan Notes:
DB 4841 PC 138
\ ` \ \ —1- — — /_ -• •-!-_ \\\ z LSR -,--�_ \ \\1 \ \\`� \ \ 1 .ALL TREES TO BE PRESERVED AND PROTECTED SHALL BE MARKED WITH PAINT OR
3Q5� — _W - -w`l�w-"' °° --�� I \ y \ / RIBBON AT A HEIGHT CLEARLY VISIBLE TO EQUIPMENT OPERATORS. NO LAND
DISTURBING ACTIVITY SHALL BEGIN UNTIL THE TREE MARKING HAS BEEN INSTALLED BY
THE CONTRACTOR AND INSPECTED AND APPROVED BY THE COUNTY ENGINEERING
/. -- / - _ + '�' - ,-.,. .• ,. .' _. ./ LOT 2 \ 35CJ 1 � � / DEPARTMENT.
- -I. �1 -{VAR. 1 -.� i`� ) ) "' a __ • .I s, +�I �� 5 \ \ 2. HEAVY EQUIPMENT, VEHICULAR TRAFFIC, AND THE STORAGE OF CONSTRUCTION o o N N N
\ ��il LSR ASL Ii_._ft1BL�1ER ) - � _I w - '" -- •'� •• = ' I • •� �� - ,� \ \ \ 1 �/ MATERIALS AND SOIL SHALL NOT BE PERMITTED WITHIN THE OUTSIDE DRIPLINE OF w o CD 0 0 0
TREES TO BE PRESERVED AND PROTECTED. H N N
VAR. WIDTH LANDSCAPE p M ryLn ON
AINTENAN EEA EASEMENT 3. TEMPORARY EROSION CONTROL MEASURED AND/OR PERMANENT STORMWATER ti M
— —
wy�� .t •, / • {' _ � / L _ - � j't�P I �� \ \•' \\\ �\ C S MANAGEMENT FACILITIES LOCATIONS SHALL BE COORDINATED SUCH THAT THEY SHALL
{ '-' .. , *' --.• - •. ' --- N ql '" LOT 2E \ B. PG. NOT ADVERSELY AFFECT TREES TO BE PRESERVED AND PROTECTED.
4. FIRES SHALL NOT BE PERMITTED WITHIN 100 FEET OF THE OUTSIDE DRIPLINE OF TREES
TO BE PRESERVED AND PROTECTED.
TMP 45-81
AR _ I I � _—_ � — I II \ I i ��� _ �\ \ \ \ \ ' � �� I \ NlF T D MESA LLC 5. TOXIC MATERIALS SHALL NOT BE STORED WITHIN 100 FEET OF THE OUTSIDE DRIPLINE
ice• — I — I _,� - \ 111 \ \\ DB 841 PC 138 OF TREES TO BE PRESERVED AND PROTECTED.
'"`; - _ I I /�� :`Y< i u - I --• I 6. NO LAND DISTURBING ACTIVITY SHALL BEGIN UNTIL THE TREE PROTECTIVE FENCING HAS O
LOT 31 �\ ' �\ BEEN INSTALLED BY THE CONTRACTOR AND INSPECTED AND APPROVED BY THE COUNTY
/ I I I 1�t I. - I II tl \ ENGINEERING DEPARTMENT. �
\ _ LOT 2 tl I I / \
\ I I I I LOT 3 Iti _ I I I I \ `. / *� \ 7. WHEN TRENCHING FOR ANY KIND OF UNDERGROUND WATER, SEWER, ELECTRICAL, CABLE, M
1zNHD , 3ASL I. `,' ❑. �: 1ASL - I � \ TELEPHONE, OR OTHER UTILITY SERVICE IS NECESSARY WITHIN THE LIMITS OF TREE
i 33 t '11 I LOT 27 I • J PROTECTION OR BEYOND THE LIMITS OF CLEARING, THE SEPARATION FROM THE TRUNKS M
\ LOT 35 I LOT 3 VAR. WIDTH LANDSCAPE ` In :�I ", I '� Ic - I I ( 1\ \ \ \ — _ OF TREES SHALL BE MAXIMIZED TO THE FURTHEST EXTENT POSSIBLE. TUNNELING ® O
• — — — — SHALL BE REQUIRED WHEN DEEMED, BY THE COUNTY ENGINEER, THAT TRENCHING WILL
\ . \ LOT f I MAINTENANCE EASEMENT °' ' ti ; ; \ N
LOT 39 / LOT 38 LOT 37 3 9 C )\ 1 , r f SIGNIFICANTLY DAMAGE FEEDER ROOTS OF TREES TO BE PRESERVED AND PROTECTED.
LOT 41 LOT 4o I I� DB. PG. I � \
_ ` ' I[-. - I T� �• I { \ 8. ANY DAMAGE TO THE CROWN, TRUNK, OR ROOT SYSTEM OF ANY TREE TO BE co
LOT 42
LOT 28 AS PRESERVED AND PROTECTED SHALL BE REPAIRED IMMEDIATELY, IN ACCORDANCE WITH
THE PRACTICES IN THE EROSION AND SEDIMENT CONTROL HANDBOOK. CARE FOR t
— — • �e ( \ SERIOUS INJURIES SHALL BE PRESCRIBED BY A PROFESSIONAL FORESTER OR TREE Z
SPECIALIST. (N
9. SOILS WHICH HAVE BEEN COMPACTED, OVER THE ROOT ZONES OF TREES TO BE O
PRESERVED AND PROTECTED, SHALL BE AERATED BY PUNCHING HOLES WITH AN IRON
BAR EVERY 18" OVER THE ROOT ZONE. THE BAR SHALL BE DRIVEN 12" DEEP AND
_\ _ _ — — — ,- _ — -� — - — - - - — I p_ - I i MOVED BACK AND FORTH IN EACH HOLE UNTIL SOIL IS LOOSENED. N
LOT 29 I � 10. TREE PROTECTIVE MEASURES SHALL BE THE LAST OF THE TEMPORARY EROSION Q w
— -
- CONTROL PLAN MEASURES REMOVED DURING THE FINAL CLEAN-UP.
VAR. WIDTH LANDSCAPE - - _ o li n J -
3 PA
MAINTENANCE EASEMENT T / / ° a / / \ I\ i \ 1 NOTES: LU
DB. PG. _ — \ - o // I.,{ �ii I I` \ i \g 1. SLOPES GREATER THAN 1 SHALL BE PLANTED WITH NATIVE STEEP SLOPE MIX WITH J
29 CJ 36 NHD \ / d t I I 3 d J z
EN 5 3 BN u i I \ i I e ANNUAL RYEGRA55 BY ERNST CONSERVATION SEEDS (ITEM NUMBER: ERNMX-182) ATA > J
VAR. WIDTH LANDSCAPE v o a o. ACRES / ✓ LOT 30 \ I I \ ` RATE OF 6o LBS. PER ACRE, OR 1 LB. PER 1,00o SF. GRASS MIX IN THESE AREAS SHALL •
MAINTENANCE EASEMENT 39A m
TMP 45-86 DB. PG. o r.. �P N Y u \ \ I G J II I ' __- PROVIDE PERMANENT STABILIZATION AND SHALL NOT REQUIRE MOWING. U) J
ALBEMARLE SOCIETY FOR THE \ TMP 45-112F MATS / )DEDICATED TO THE HOA I i ASL° _ _ - - - -- - - - - - - - 2. ALL SITE PLANTINGS OF TREES AND SHRUBS SHALL BE ALLOWED TO REACH, AND BE Ui z
PREVENTION OF CRUELTY TO NSF FOUNDATIONS LLC T Tom.: ( -} IIIII MAINTAINED AT, MATURE HEIGHT; THE TOPPING OF TREES IS PROHIBITED. SHRUBS ~
ANIMALS INC \ CIO FOUNDATIONS CHILD DEVELOPMENT SEE SHEET20 4AR ! I '�4 2` ` ` ` ` ` ` - ��s \ 3CFA AND TREES SHALL BE PRUNED MINIMALLY AND ONLY TO SUPPORT THE OVERALL
DB 2096 PG 111 DB 2834 PC 1 'I - HEALTH OF THE PLANT. 0
\ � �I:1 UA. 1 i��` - - A' 3. ALL TREES TO BE PLANTED SHALL MEET THE SPECIFICATIONS OF THE AMERICAN [ J
\� P it \. V/rVA V ASSOCIATION OF NURSERYMEN. THE PLANTING OF TREES SHALL BE DONE IN
ACCORDANCE WITH EITHER THE STANDARDIZED LANDSCAPE SPECIFICATIONS JOINTLY e Q
F' ilil QP . • VA o o .A 4 ...:�.. Q
I \.
ADOPTED BY THE VIRGINIA NURSERYMEN'S ASSOCIATION, THE VIRGINIA SOCIETY OF =
\ u NS \
\ �- .� � _ II I� ills/� 4CFA� � �� 5 � • � \ �V LANDSCAPE DESIGNERS AND THE VIRGINIA CHAPTER OF THE AMERICAN SOCIETY OF U 0 �
\ OPE PA H EB V LANDSCAPE ARCHITECTS, OR THE ROAD AND BRIDGE SPECIFICATIONS OF THE VIRGINIA J�/
\ \ \ AT T SHE O \ \ \ DEPARTMENT OF TRANSPORTATION. Y clL
i f li \ 1 ASL \/ a " ' : ; \ o \ I 1 GB 4. ALL TREES SHALL BE PLANTED A MINIMUM OF 3' AWAY FROM ANY SIDEWALK, CURB, OR LJJ w z
\ /.\1\ \ \ \ • ASPHALT TO MAINTAIN A MINIMUM CLEARANCE ZONE.
Q
.PRO FACILITY e ` Q \ ' '
B>� A\ :- 4 g \ �. A NOTE: Ul J
STREET TREES PROVIDED 50' O.C. AND 5'-1o' FROM PROPOSED UTILITIES.
\ • . - / / C)G - , ` ; 3CFA •' \ t — -- A _ \ _;1 2. ALL SITE PLANTINGS OF TREES AND SHRUBS SHALL BE ALLOWED TO REACH, AND BE
NOTE: LANDSCAPING PLANTS AND TREES WITHIN OR " / ( / �� yam\ /\l/��j�Vv/�� �3Q5 MAINTAINED AT, MATURE HEIGHT; THE TOPPING OF TREES IS PROHIBITED. SHRUBS LU
ADJACENT TO INTERSECTION SIGHT DISTANCE TRIANGLES AND TREES
ES SHALL BE PRUNED MINIMALLY AND ONLY TO SUPPORT THE OVERALL
HEALTHMUST BE MAINTAINED IN AREA BETWEEN 2 AND 7 FEET 1 Qs _ — 1 l _ \.. - ... —
3. TOTAL STREET FRONTAGE =4274'
ABOVE GROUND AS A CLEAR ZONE TO PRESERVE SIGHT / \ ` ` ` 4 UAP - _ _ — — REQUIRED STREET TREES: 86 (1TREE PER EVERY 5o' OFSTREET FRONTAGE)
LINES AND ACCOMMODATE PEDESTRIANS. \ — — — — — — — PROPOSED STREET TREES: 95
\ " NOTE: 1,384' OF STREET FRONTAGE ALONG EMPIRE STREET LUQS '; — —
ii REQUIRED STREET TREES:28 M
PROPOSED STREET TREES:28 J LLI W
NOTE: i,oi8OFSTREET FRONTAGE ALONG SWEDE STREET
REQUIRED STREET TREES: 21
-/A0- PROPOSED STREET TREES: 22
NOTE: 876' OF STREET FRONTAGE ALONG MARSAC STREET Q
REQUIRED STREET TREES: 18 0
-- NO ALONG WOODBURN ROAD
PROPOSED STREET TREES: 28 .�
_ 4 CD
- — \ NOTE: ��
REQUIRED STREET TREES:15 N
R'y w \ _ PROPOSED STREET TREES:19
/ p �!� D� R DRl`IE — NOTE: 276' OF STREET FRONTAGE ALONG BERKMAR DRIVE (331'-55' INTJ
— RKM REQUIRED STREET TREES: 6
BETE �UTE 1 — — I— PROPOSED STREET TREES: 8
w — < 4. PARKING LANDSCAPE REQUIREMENTS
REQUIRED PARKING LANDSCAPING =13 PARKING SPACES Qa 1TREE / 10 SPACES
= 2 TREES REQUIRED
TOTAL TRESS PROVIDED ADJACENT TO PARKING SPACES =16 TREES PROVIDED
N THE ADJACENT PROPERTY WITH THE 0�
(1) PARKING LOT TREE WAS MOD MODIFICATIONS 0 HE ENTRANCEAN
D VED OND PARKING LOT. THIS PARKING LOT TREE IS
GRAPHIC SCALE BEING REPLACED WITH (2) CIS TREE ASSHOWN ONTHE LANDSCAPING PLAN. JOB NO.
— — — 182152
30 0 15 30 60 120
SCALE
30,
IN FEET ) SHEET NO.
inch = 30 ft. 19
TMP 45-76A
\ \ / ESTES, ISABEL T
\= 25JN VAR. WIDTH LANDSCAPE DB 308 PC 386
— ` — 13NHD AINTENANCE EASEMENT TMP 45-76D
io MP DB.—PG.— BRANDT, JOHN E B
DB 1628 PG 128
LEGEND:
RECREATION AREA TURF
ISIG \ F
\ OPEN SPACE F
4 e 4 TMP 45-84 & 45-84A2 io CIS
"
EBY
ALBEMARLE SOCIETY FOR / / / / ; ` a / DEDICATED
SPACE HER
SPATO THE HOA
THE PREVENTION OF '2 M
CRUELTY TO ANIMALS, INC s / / I 2 PS
DTH LANDSCAPE
DB 2096 PC III / / / LOT 6 \ VAINTENANCE IEASEMENT TMP 45-76
/ -I M \ / DB. PG. WEBER, LEWI A LIVING TR ST
DB 4 98 PG 441
g / / 2JV BPS \ // / TMP 45-76B M\ .. 20C
{� JOHNSTON, JACOBA KAY
LOT 5 / 3 \ \: ` . / . 3 g QP DB 3677 PC 444
iMG � _ yolG
43NHD
\ LOT
/ 1A U
\ • \ _ 6' AN SCAPE LOT 2 M\ �` •' �� R� i'�'
EASE \ ENT VAR. WIDTH LANDSCAPE
\ ' 'PROPOSED LANDSCAPING \ 2 MG P AINTENANCE EASEMENT
EASEMENT: 2QP / \ \\ \� �iJV ; ' ...� .�-�' `• G 1S¢J DB. PG.
2 PS _ l
LOT 8 \\
44M \V -�
{ P
:• s
d LO a
'Q ... / i 36N ` 51 •� ��1 .. \ m ,_ \ \\ \
( LOT \ ` ' ;6 \ \ zAR --- yJV iMN —
1 \ \ —
y \` \ 3 QS \ \ LOT 10 DE SAT T T — — — 3JV�
\ I \ ` LOT
LOT \�\\: \ /
OPEN SPACE E
0.072 ACRES / el I LOT 12 LOT 1
\ \ ! 3 LOT 1LF LOT 15
' • -• • - • ' OPEN SPACE HEREBY
DEDICATED TO THE HOA ' o ` i LOT 16 LOT 17 d 1 M
iAR
vI v LOT 1 - 4
TMP 45-75
WEBER, LEWIS A LIVING TRUST
DB 4998 PC 433
No. 35791 ,�-
05/19/2021
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\ (48 s \ \ o NHD \
DEDICATED T EH \ ` \ . LOT52PRO BLACK
�(h4ip \
\\ \\1 FENCE WITH GATE m FENCE WITH GATE DECORATIVE,
• • PROPOSED BLACK DECORATIVE N � M m _ � •/r LOT 21 S Cj
I \ VAR. WIDTH LANDSCAPE
\ 6 PS AINTENANCE T E EASEMENT \ I IN E C
LOT 22 \, \ TYP 45-82 / �y
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