HomeMy WebLinkAbout04-19 Site PlanConstruction Notes:
Virginia Department of Transportation
1. The project consists of the establishment of 12 additional mobile home sites with road access and utilities.
Staunton District
Recreational Units Required:
Rev. January 19, 2013
2. All work and materials shall conform to the current standards of Frederick County, Virginia, the regulations of the Americans with
Provided -20'
Disabilities Act, where applicable, and all applicable codes.
VDOT General Notes
3. The CONTRACTOR shall be responsible for determining the exact location of all utilities before commencing work and for any damages
V1. All work on this project shall conform to the current editions of and latest revisions to the Virginia
which occur by the failure to locate and preserve these utilities. If the CONTRACTOR should encounter utilities other than those shown on
Department of Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and
these plans, the CONTRACTOR shall immediately notify the engineer and take the necessary and proper steps to protect the facility and
Sediment Control Regulations, and any other applicable state, federal or local regulations. In case of a
assure the continuance of service. Call "MISS UTILITY" 0 811 two days prior to any excavation.
discrepancy or conflict between the Standards or Specifications and Regulations, the most stringent shall
50'
govern.
4. All existing utilities have been shown based upon the best available information. However, there may be existing utilities which are
V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and Health
not shown and should be located. Therefore, it will be the responsibility of the Contractor to verify the location of all existing utilities
Administration (OSHA), and Virginia Occupational Safety & Health (VOSH) Rules and Regulations.
prior to construction. Any discrepancies between these plans and the actual field conditions shall be reported immediately to the
V3. When working within VDOT right-of-way, all traffic control, whether permanent or temporary, shall be in
Engineer, the owner, and the appropriate utility company.
accordance with the current edition of VDOT's Work Area Protection Manual. A transportation management plan
5. All proposed utilities shall be installed underground.
needs to be submitted for approval and land use permit issued prior to any execution of work within the
DIA.
VDOT right of way.
6. It shall be the responsibility of the Contractor to obtain all permits necessary for construction prior to the commencement of work.
V4 The developer shall be responsible for relocating, at his expense, any and all utilities, including traffic signal
An approved set of construction documents shall be present on the site at all times.
poles, junction boxes, controllers, etc., owned by VDOT or private / public utility companies. It is the sole
7. Topographic information was derived from a topographic survey performed by Painter -Lewis, P.L.C. A field survey determined the
responsibility of the developer to locate and identify utility facilities or items that may be in conflict with the
topographic information which has been based on U.S.C. and G.S. datum and a contour interval of one (1) foot has been established
proposed construction activity. VDOT approval of these plans does not indemnify the developer from this
for this project. Contact Painter -Lewis, P.L.C. at 540-662-5792 to establish vertical control for project construction.
responsibility.
F.F.
V5. Design features relating to field construction, regulations, and control or safety of traffic may be subject to
8. No soils report was prepared for this project.
change as deemed necessary by VDOT. Any additional expense incurred as a result of any field revision shall
FDC
be the responsibility of the developer:
9. All radii designations indicate face of curb, edge of pavement, or edge of stone pavement, where applicable.
V6. If required by the local VDOT Land Development Office, a pre -construction conference shall be arranged and
F.L.S.
held by the engineer and/or developer with the attendance of the contractor (s), various County agencies,
The Contractor shall coordinate the relocation of and the connection to the existing utilities with the appropriate utility company,
utility companies and VDOT prior to initiation of work.
where
where applicabplicable.
V7. The contractor shall notify the local VDOT Land Development Office when work is to begin or cease for any
11. The CONTRACTOR is to furnish all materials, labor, and equipment to complete the work as shown and intended on these plans.
undetermined length of time. VDOT requires and shall receive 48 hours advance notice prior to any required or
GV
requested inspection.
12. The CONTRACTOR shall have approved construction drawings prior to the start of construction. At least one copy of approved plans
V8. The contractor shall notify the Traffic Operations Center at (540) 332-9500 for any traffic control plan that
and revisions shall be kept on-site at all times and available for inspections as needed.
impacts a VDOT maintained interstate or Primary roadway to provide notification of the installation and removal
HDR CURB
of the work zone.
13. Blasting is not permitted.
V9. The contractor shall be responsible for maintaining a CVDOT permitted temporary construction entrance(s) in
14. The CONTRACTOR shall obtain permission from adjoining property owners prior to conducting any off site construction activities.
accordance with Section 3.02 of the Virginia Erosion and Sediment Control Handbook. Furthermore, access to
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other properties affected by this project shall be maintained through construction.
15. All property corner markers disturbed or otherwise obscured by construction are to be replaced and verified by a certified land
V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and at the end of
surveyor at the CONTRACTOR's expense.
construction.
LP
V11. All water and sewer lines within existing or proposed VDOT right-of-way shall have a minimum thirty-six
LT.
(36) inches cover and when possible shall be installed under roadway drainage facilities at conflict points.
Erosion and Sediment Control:
V12. Any unusual subsurface conditions (e.g., unsuitable soils, springs, sinkholes, voids, caves, etc.) encountered
1. All Erosion and Sediment Control measures shall be installed prior to any land disturbing activities. All work shall be done in
during the course of construction shall be immediately brought to the attention of the engineer and VDOT.
accordance with the current edition of the of Commonwealth of Virginia Erosion and Sediment Control Handbook.
Work shall cease in that vicinity until an adequate design can be determined by the engineer and approved by
2. All work shall be confined to the designated Limits of Clearing and Grading and the property boundaries.
VDOT.
NDC
V13. All fill areas, borrow materialand undercut areas shall be inspected and approved by a VDOT representative
3. The Contractor shall be responsible for the installation and maintenance of all Erosion and Sediment Control measures. All Measures
prior placement n fill. W r
o to aceme and here CBR testing is required, a VDOT representative shall be resent to insure
p p g q , p p
shall be inspected daily and after each significant rainfall by the site superintendent or his representative. Any damaged structures shall
the sample obtained is representative of the location. When soil samples are submitted to private laboratories
be repaired or replaced be the end of that work day.
for testing, the samples shall be clearly identified and labeled as belonging to a project to be accepted by
N.T.S.
VDOT and that testing shall be performed in accordance with all applicable VDOT standards and procedures.
4 Upon completion of construction, all permanent erosion and sediment control measures shall be installed. After stabilization, the
V14. All roadway fill, base, subgrade material, and backfill in utility/storm sewer trenches shall be compacted in
temporary Erosion Control devices shall be removed, as approved by the Local Inspection Authority. All vegetative cover shall be checked
six (6) inch lifts to 95% of theoretical maximum density as determined by AASHTO T-99 Method A, within plus
regularly and any damaged areas shall be repaired, fertilized, replanted, and mulched, as needed.
POST INDICATOR VALVE
PL
or minus 2% of optimum moisture for the full width of any dedicated street right-of-way. At the direction of
5. The Contractor shall provide adequate means of cleaning trucks and other construction equipment prior to entering the public R -O -W.
VDOT, density tests shall be performed by a qualified independent agency in accordance with VDOT Road and
If necessary, a trash rack shall be used as part of the Construction Entrance to help in the control of potential mud generated as part
Bridge Specifications. Certified copies of test reports shall be submitted to VDOT daily, unless specified
of the development of this site. If it is determined that this is not sufficient, then a wash rack shall be installed, as needed. It is
otherwise.
the responsibility of the Contractor to maintain clean streets and to allay dust at all times.
V15. VDOT Standard CD and UD under drains shall be installed where indicated on these plans and/or as specified
R.D.
by VDOT.
Paving and Concrete:
1. The proposed main drive aisles and parking areas shall receive the minimum pavement sections, as detailed on the plans. All points
V16. A post installation visual/video camera inspection shall be conducted by the Contractor on all pipes identified
of connection with the existing pavement sections shall be graded as required to provide a smooth transition between the pavement
on the plans as storm sewer pipe and a select number of pipe culverts. For pipe culverts, a minimum of one
sections.
pipe installation for each size of each material type will be inspected or ten percent of the total amount for
SEW.
each size and material type summarized. All pipe installations on the plans not identified as storm sewer pipe
2. Pavement materials designations refer to VDOT standards. All work shall be done in accordance with standard practices.
shall be considered as culvert pipe for inspection purposes. Additional testing may be required as directed by
T.B.D.
the Area Land Use Engineer or their representative.
Excavation and Grading:
V17. The installation of any entrances and mailboxes within any dedicated street right-of-way shall meet VDOT
1. Test pits shall be excavated to determine the depths and locations of all of the existing utilities. If conflicts exist, then the existing
minimum design standards and is the responsibility of the developer.
utilities shall be lowered or moved to promote the construction of the proposed development.
V18. Prior to VDOT acceptance of any streets, all required street signage and/or pavement markings shall be
2. All deleterious materials, demolished debris, and cleared and grubbed materials shall be removed and properly disposed of off-site.
installed by the developer or, at VDOT's discretion, by VDOT on an account receivable basis following the
TEL.
Manual On Uniform Traffic Control Devices.
3. All topsoil or vegetative cover shall be excavated to its full depth and stockpiled on-site, if applicable, in the areas as directed by
V19. The developer shall provide the VDOT Land Development Office with a list of all material sources prior to the
the Owner's representative for future finish grading.
start of construction. Copies of all invoices for materials utilized within any dedicated street right-of-way
TYP or TYP.
must be provided to the local VDOT Land Development Office prior to acceptance of the work. Unit and total
4. All borrow fill material, if necessary, shall be obtained by the Contractor and approved by a Certified Geo -Technical Engineer. All fill
prices may be obscured.
material shall be placed in lifts of 8" or less and shall be compacted to 95% of ASTM D-698 Maximum Dry Density, or as directed by
V20. Aggregate base and subbase materials shall be placed on subgrade by means of a mechanical spreader.
the Geo -Technical Engineer.
Density will be determined using the density control strip in accordance with Section 304 of the VDOT Road
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5. All landscaped islands, slopes, and lawn areas shall receive a minimum of 4 topsoil obtained off-site or from the topsoil stockpile
Specifications n -
and Bridge Sec cations a d VTM 10. A certified compaction technician shall perform these tests. Certified
g P P
on site. The topsoil shall be graded and raked, prior to application of permanent vegetative cover.
copies of test reports shall be submitted to VDOT daily, unless specified otherwise. In addition to checking
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stone depths, a VDOT representative shall be notified and given the opportunity to be present during the
6. All disturbed lawn areas shall be stabilized by the establishment of permanent turf gross installed in accordance with generally
construction and testing of the density control strip.
accepted practices.
V21. Asphalt concrete pavements shall be placed in accordance with Section 315 of the VDOT Road and Bridge
OWNER / DEVELOPER: ENGINEER /LANDSCAPE ARCHITECT:
Specifications. Density shall be determined using the density control strip as specified in Section 315 and
TM# 86-A-208
VTM-76. A certified compaction technician shall perform these tests. Certified copies of test reports shall be
Jennings Investments, L.L.C. Painter -Lewis, PLC
submitted to VDOT daily, unless specified otherwise. A VDOT representative shall be notified and given the
PO Box 3830 817 Cedar Creek Grade, Suite 120
opportunity to be present during the construction and testing of the control strip.
Winchester, VA 22603 Winchester, VA 22601
V22. In accordance with Section 302.03, the foundations for pipe culverts thirty-six (36) inches and larger shall
Contact: Mr. Chris Jennings Contact: John C. Lewis, P.E.,L.L.A.
be explored below the bottom of the excavation to determine the type and condition of the foundation. The
Tel: 540-722-9395 Tel: 540-662-5792
contractor shall report findings of foundation exploration to the engineer and VDOT for approval prior to
placing pipe. Foundation designs shall comply with VDOT Road and Bridge Standard PB -1. Where soft, yielding,
PARCEL DATA (OVERALL):
or otherwise unsuitable foundation is encountered, the foundation design and/or need for foundation
Tax Map Number: 86-A-208
stabilization shall be determined by the engineer and approved by VDOT.
Address: 106 Spotswood Court
Zoning: MH1-Mobile Home Community District
V23. VDOT Standard Guardrail shall be installed where warranted and/or as proposed on these plans in accordance
/ P P
Existing Area: 5.63 acres
with VDOT's installation criteria. Final approval of the guardrail layout to be given by VDOT after grading is
Existing Use: Residential (17 units)
mostly complete.
Proposed Use: Residential (29 units)
V24. Approval of these plans shall expire three (3) years from the date of the approval letter.
Disturbed Area: 2.18 acres
V25. VDOT Standard CG -12 Curb Ramps shall be installed where indicated on these plans and as specified by
New Impervious Area: 0.95 acres
VDOT.
Historical Structures and Sites: None
V26. The foundations for all box culverts shall be investigated by means of exploratory borings advanced below
Wetlands: None
proposed foundation elevation to determine the type and condition of the foundation. The contractor shall
Flood Plains: FIRM Map Number 51069CO350D shows that the parcel is not
submit copies of borehole logs and report findings of foundation exploration to the engineer and VDOT for
located in a flood area.
approval prior to constructing box. Foundation designs shall comply with VDOT Road and Bridge Standard
Steep Slopes: No steep slopes have been identified on the site.
PB -1. Contrary to the Standard, where rock is encountered and cast -in-place box is proposed, the thickness
Buffers and Screening:
of bedding shall be six (6) inches. Where soft, yielding, or otherwise unsuitable foundation is encountered, the
Zoning District Buffers: MH1 against RA: no buffer required
foundation design and/or need for foundation stabilization shall be determined by the engineer and approved
by VDOT.
MH1 ZONING:
Existing Use: Residential
TRAFFIC IMPACT:
UTILITY AND REGULATORY CONTACTS:
Proposed Use: Residential
Frederick Count Road Classification for Route 636: Minor Road
y
Residential Density: Allowed: 8 units per acre
Proposed: 29/5.63 = 5.2 units acre
WATER AND SEWER SERVICE
2014 Existing Traffic Data -Route 636 Hudson Hollow Road Frederick Water
per
Open Space Requirements: Required: 15%, 0.85 acres
AADT=1500 trips P. 0. BOX 1877
Proposed: 16%, 0.90 acres
Data Source: ITE Manual, Ninth Edition Stephens City, VA 22655
Open Space shall be planted with appropriate landscaping in areas which have been disturbed, which shall be properly maintained.
Land Use 240: Mobile Home Park 540-868-1061Trips
Open space which has not been disturbed will remain in its existing vegetated condition.
based on Dwelling Units: BUILDING INSPECTIONS
Dwelling Units=30
Recreational Units: Required: 1 rec. unit per 30 housing units
Frederick County Inspections Department
Weekday: 30x5.81=174 trips (50% entering, 50% exiting) 107 North Kent Street
Required: 12/30=0.4 rec. units
AM Peak Hour: 30xO.44=13 trips (19% entering, 81% exiting) Winchester, VA 22601
Recreational Units will include a the construction of a pavilion in the open space. See chart below.
PM Peak Hour: 30xO.52=16 trips (64% entering, 36% exiting) 540-665-5650
Saturday: 30x5.67=197 trips (50% entering, 50% exiting)
Parking Requirements:
Saturday Peak Hour: 30x1.47=44 trips (54% entering, 46% exiting) EROSION AND SEDIMENT CONTROL
Minimum Parking Requirement:
2 spaces per unit; 58 spaces
Building Restriction Lines:
29: 17 EX. 12 PROP.
Recreational Units Required:
Mobile Home Separation Required:
20'
Provided -20'
Street Setback:
10'
Provided -10'
Common Area Setback:
10'
Provided -10'
Parking Lot/Sidewalk Setback:
10'
no
Perimeter Boundary Setback:
50'
Provided -50'
Accessory Use Setback:
5'
Provided -5'
Minimum Lot Size: 4,000 sf Provided -5,200 sf
No site lighting is proposed.
A new subdivision sign shall be a maximum 8' in height and 32 sf in area.
RECREATIONAL UNITS
ASSEMBLY
Residential Units:
29: 17 EX. 12 PROP.
Recreational Units Required:
12/30=0.4
Recreational Unit Value:
$32,500
Recreational Units Value:
$13,000
Sunday: 30x4.84=145 trips (50% entering, 50% exiting) Frederick County Department of Public Works
107 North Kent Street
Winchester, VA 22601
540-665-5643
PUBLIC ROAD IMPROVEMENTS
Virginia Department of Transportation
2275 Northwestern Pike
Winchester, VA 22603
540-535-1818
FCSA PROJECT INFORMATION
WATER AND SEWER DEMAND CALCULATIONS
New Mobile homes: 12 units
Residential demand per unit= 275 gpd
Total Increased Demand: 3,300 gpd
Total Demand: 7,975 gpd
ABBREVIATIONS
ASSY.
ASSEMBLY
B.F.
BASEMENT FLOOR
BLK.
BLOCK
BC
BOTTOM OF CURB
BML
BUILDING MOUNTED LIGHT
BP
BREAK POINT
CG -2
VDOT CURB
CG -6
VDOT CURB & GUTTER
CIP
CAST IN PLACE CONCRETE
CL
CLASS
CMF
CONCRETE MONUMENT FOUND
CPP CORRUGATED
POLYETHYLENE PIPE
CMP
CORRUGATED METAL PIPE
CMPA
CORRUGATED METAL PIPE ARCH
CO
CLEAN OUT
DIA.
DIAMETER
DS
DOWNSPOUT
EOP
EDGE OF PAVEMENT
EOG
EDGE OF GRAVEL
ESMT.
EASEMENT
EX.
EXISTING
F.F.
FIRST FLOOR
F.F.E.
FINISHED FLOOR ELEVATION
FDC
FIRE DEPARTMENT CONNECTION
FH
FIRE HYDRANT
F.L.S.
FIRE LANE SIGN
F.LT.
FLOOD LIGHT
Go.
GAUGE
GM
GAS METER
GV
GAS VALVE or GATE VALVE
HCR
HANDICAP RAMP
HB
HOSE BIB
HDR CURB
6" HEADER CURB
HP
HIGH POINT
INC
INCREASER
INV
INVERT
IPF
IRON PIPE FOUND
IPS
IRON PIPE SET
LP
LOW POINT
LT.
LIGHT
MLP
METAL LIGHT POLE
MPD
MULTI -PRODUCT DISPENSER
MP
METAL POST
MH
MANHOLE
NDC
NOSE DOWN CURB
N.P.S.
NO PARKING SIGN
NLT
NO LEFT TURN
NRT
NO RIGHT TURN
N.T.S.
NOT TO SCALE
OHE
OVERHEAD ELECTRIC
OHT
OVERHEAD TELEPHONE
PIV
POST INDICATOR VALVE
PL
PROPERTY LINE
PP
POWER POLE
PROP.
PROPOSED
PVMT
PAVEMENT
RCP
REINFORCED CONCRETE PIPE
R.D.
ROOF DRAIN
RED.
REDUCER
R.O.
ROCK OUTCROP
SAN.
SANITARY
SEW.
SEWER
STD.
STANDARD
T.B.D.
TO BE DEMOLISHED
T.B.R.
TO BE REMOVED
T.B.P.
TO BE PRESERVED or PROTECTED
TB or T.B.
THRUST BLOCK
TC
TOP OF CURB
TEL.
TELEPHONE
TRB
TELEPHONE RISER BOX
NRB
TELEVISION RISER BOX
TYP or TYP.
TYPICAL
UGE
UNDERGROUND ELECTRIC
UGG
UNDERGROUND GAS
UG CATV
UNDERGROUND CABLE T.V.
UGT
UNDERGROUND TELEPHONE
XFMR
ELECTRIC TRANSFORMER
WL
WATERLINE
WM
WATER METER
WPP
WOOD POWER POLE
WTP
WOOD TELEPHONE POLE
WV
WATER VALVE
25'R
RADIUS IN FEET
*00.00
PROPOSED SPOT ELEVATION
x(00.00)
EXISTING SPOT ELEVATION
HATCHING INDICATES REVERSED PITCH
IN THE GUTTER PAN: PITCH TO BE
1/2" PER FOOT. TRANSITION THE GUTTER
OVER A 10' LENGTH (TYP).
SOILS KEY
I D
NAM
1B
Berks channery silt loam, 3 to 8% slopes
1C
Berks channery silt loam, 8 to 15% slopes
41E
Weikert-Berks channery silt loam, 25 to 65% slop
rnrnrni^ii ^^I i►ir, .11nn1►u♦
VICINITY MAP
RESPONSIBLE LAND DISTURBER
NAME:
CERTIFICATION #:
DATE:
THE RESPONSIBLE LAND DISTURBER IS THE
PARTY RESPONSIBLE FOR CONSTRUCTION &
MAINTENANCE OF ALL THE LAND DISTURBING
ACTIVITIES AS SET FORTH IN THESE PLANS.
o. 1 <
ZONAL
The applicant requests a site plan in -lieu of a Master Development Plan per Section 165-801.03(A)(5).
OWNER DATE
APPROVED BY THE SUBDIVISION ADMINISTRATOR DATE
SPOTSWOOD MOBILE HOME PARK
SITE PLAN #04-19
OPEQUON MAGISTERIAL DISTRICT
FREDERICK COUNTY, VA.
SOILS MAP
PP
100 0 100
I
CONSULTING
Scale in Feet ENGINEERS
PAINTER-LEWIS, P.L.C.
817 Cedar Creek Grade, Suite 120
Winchester, Virginia 22601
Telephone (540) 662-5792
Facsimile (540) 662-5793
Email: off ice0pointerlewis.com
JOB NO.: 1511014 SHEET:
October 24, 2017 1/14-1
Latest Revision Date: March 28, 2019
LOCATION MAP
SCALE: 1"=1,000'
LIST OF DRAWINGS:
SHEET
1/14:
COVER SHEET/LOCATION MAP/PROJECT NOTES
SHEET
2/14:
EXISTING CONDITIONS PLAN
PHASE 1 EROSION & SEDIMENT CONTROL PLAN
SHEET
3/14:
EROSION & SEDIMENT CONTROL DETAILS
SHEET
4/14:
SITE LAYOUT PLAN
SHEET
5/14:
GRADING PLAN
ROAD PLAN & PROFILE
PHASE 2 EROSION & SEDIMENT CONTROL PLAN
SHEET
6/14:
SANITARY SEWER PLAN & PROFILE
SHEET
7/14:
SANITARY SEWER DETAILS
SHEET
8/14:
WATER LINE PLAN & PROFILE
WATER LINE DETAILS
SHEET
9/14:
ENTRANCE PLAN
MAINTENANCE OF TRAFFIC
SHEET
10/14:
LIFE SAFETY SHEET
SIGN PLAN
SHEET
11/14:
STORMWATER MANAGMENT
EXISTING CONDITIONS
SHEET
12/14:
STORMWATER MANAGEMENT
�
T 0F
WATER QUANTITY PLAN ALx
Dr
SHEET
13/14:
STORMWATER MANAGEMENT
WATER QUALITY PLAN
SHEET
14/14:
LANDSCAPE PLAN U irw1d C%LFwlc a
RESPONSIBLE LAND DISTURBER
NAME:
CERTIFICATION #:
DATE:
THE RESPONSIBLE LAND DISTURBER IS THE
PARTY RESPONSIBLE FOR CONSTRUCTION &
MAINTENANCE OF ALL THE LAND DISTURBING
ACTIVITIES AS SET FORTH IN THESE PLANS.
o. 1 <
ZONAL
The applicant requests a site plan in -lieu of a Master Development Plan per Section 165-801.03(A)(5).
OWNER DATE
APPROVED BY THE SUBDIVISION ADMINISTRATOR DATE
SPOTSWOOD MOBILE HOME PARK
SITE PLAN #04-19
OPEQUON MAGISTERIAL DISTRICT
FREDERICK COUNTY, VA.
SOILS MAP
PP
100 0 100
I
CONSULTING
Scale in Feet ENGINEERS
PAINTER-LEWIS, P.L.C.
817 Cedar Creek Grade, Suite 120
Winchester, Virginia 22601
Telephone (540) 662-5792
Facsimile (540) 662-5793
Email: off ice0pointerlewis.com
JOB NO.: 1511014 SHEET:
October 24, 2017 1/14-1
Latest Revision Date: March 28, 2019
COUNTY OF FREDERICK
DB 440 PG 421
ZONED: RA USE: RECREATION
EX. CHAIN LINK
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T Q x(739.8) l x h`40i� �" ove( x1' / x(741.1) x - t ED:\MH1 USE
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(739.4)"
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(745.5) (744.1) LIMITS OF �°` `0 S 04*081%67 44.6
a INV OUT=742.83
ELIZABETH ANN RITTER DISTURBANCE x
50 PRIVATE ACCESS ESMT. INSTR. #020000172 ^ � � 69(745' � ! �f / SUBDIVISION SIGN
DB 931 PG 1480 EX. STOP SIGN - h 1/
ZONED: RA USE: VACANT EX. ROAD NAME SIGN / X 12" RCP
EX. ARROW SIGN I !�� INV IN= 743.54
INV OUT=742.88
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I I I
EROSION & SEDIMENT CONTROL KEY
40 0 0
6=w"
Scale in Feet
3.02
TEMPORARY STONE
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................
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ENTRANCE
SCALE:
3.05
SILT FENCE
$F X �X X
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3.31
TEMPORARY SEEDING
r s _
3.38
TREE PROTECTION
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SHEET:
2/14
EROSION & SEDIMENT CONTROL KEY
3.02 TEMPORARY STONE
CONSTRUCTION
ENTRANCE
...............................
O
3.05 SILT FENCER
Ib/ac
3.30 TOPSOILING
TO
3.31 TEMPORARY SEEDING
Rye
3.32 PERMANENT SEEDING
ps
3.35 MULCHING
rru
3.38 TREE PROTECTION
- 'Aug 31:
DIVERSION RIDGE REQUIRED
WHERE GRADE EXCEEDS 2% 2 OR GREATER
EXISTING PAVED _ I I -_ 00 _ _
ROADWAY -
III=III-III III -I I I_I I I'
1 l- -111.-
FILTER FABRIC
SECTION A - A
NOTE:
SPILLWAY USE DRAGS, STRAW BALES
SEDIMENT BARRIER OR HER APPROVED METHODS
(STRAW BALE TYPE SHOWN) TO HANNELIZE RUNOFF TO BASIN
AS EQUIRED.
SUPPLY WATER TO WASH
WHEELS IF NECESSARY.
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DIVERSION RIDGE
70' MIN.
PLAN
NOTES:
1. THE ENTRANCE SHALL BE MAINTAINED IN A
CONDITION THAT WILL PREVENT TRACKING OR
FLOWING OF SEDIMENT ONTO PUBLIC RIGHTS-
OF-WAY. THIS MAY REQUIRE TOP DRESSING,
REPAIR AND/OR CLEANOUT OF ANY MEASURES
USED TO TRAP SEDIMENT.
2. WHEN NECESSARY, WHEELS SHALL BE CLEANED
PRIOR TO ENTRANCE ONTO PUBLIC RIGHT-OF-WAY.
3. WHEN WASHING IS REQUIRED, IT SHALL BE DONE
ON AN AREA STABILIZED WITH CRUSHED STONE
THAT DRAINS INTO AN APPROVED SEDIMENT TRAP
OR SEDIMENT BASIN.
•
EXTRA STRENGTH FILTER FABRIC
NEEDED WITH WIRE SUPPORT
STEEL OR
WOOD POST
FLOV
71,0V
VLOV
_ --
ri=1 I
110 FT MAX. SPACING WITH
IRE SUPPORT FENCE
PONDING HT_ PONDING HT_
STEEL OR I WIRE & FILTER FABRIC
WPPD POST ATTACH SECURELY
36
�� 36 HIGH MAX TO UPSTREAM
SIDE OF POST.
RUNOFF
RUNOFF
9" MAX.
TEMPORARY
GRAVEL
CONSTRUCTION
ENTRANCE/EXIT
z T
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12" MIN.
4"x6" TRENCH
WITH COMPACTED
BACKFILL
(RECOMMENDED)
STORAGE HT.
-� .a
12" MIN
L
STANDARD DETAIL ALTERNATE DETAIL
TRENCH WITH NATIVE BACKFILL TRENCH WITH GRAVEL
NOTE: 4. SET POSTS AND EXCAVATE A 4"x4"
1. INSPECT AND REPAIR FENCE AFTER EACH TRENCH UPSLOPE ANLONG THE LINE
STORM EVENT AND REMOVE SEDIMENT WHEN OF POSTS.
NECESSARY. 5. STAPLE WIRE FENCING TO THE POSTS.
2. REMOVED SEDIMENT SHALL BE DEPOSITED 6. ATTACH WIRE FILTER FABRIC TO THE WIRE
TO AN AREA THAT WILL NOT CONTRIBUTE FENCING AND EXTEND IT INTO THE TRENCH.
SEDIMENT OFF-SITE AND CAN BE PERMANENTLY
STABILIZED. 7. BACKFILL AND COMPACT THE EXCAVATED
3. SILT FENCE SHALL BE PLACED ON SLOPE SOIL.
CONTOURS TO MAXIMIZE PONDING EFFICIENCY.
SILT FENCE DETAIL WITH WIRE SUPPORT
NOT TO SCALE ADDAPTED FROM: 1992 VA E&S CONTROL HANDBOOK 3.05
EROSION AND SEDIMENT CONTROL NARRATIVE:
Project Description
This project consists of expanding an existing mobile home park by increasing the number of mobile home units within the property
boundary. The existing infrastructure will be improved to support the additional units. Proposed Improvements will be installed during the
winter and summer of 2019.
Existing Site Conditions
The project site is located within a 5.63 acre parcel located in Frederick County, Virginia.
Flood Plain
The parcel contains no floodplain.
Soils
The USGS Soils map shows the predominant soil types on the site are 1B, Berks channery silt loam, 1C, Berks channery silt loam, and
41E, Weikert-Berks channery silt loam. These soils are generally moderately deep (20"-40") to weathered shale and sandstone. The
soils are generally well -drained and are identified with Hydrologic Soils Group "B".
Adjacent Areas
The adjacent properties to the north and west are lands of Sherando Park. The adjacent properties east and south are low density
residential uses.
Off-site Areas
There will be no off-site disturbance.
Critical Areas
No critical areas where slopes are greater than 3:1 are present on site.
The limits of clearing and grading area is approximately 2.18 acres.
PHASE 1 EROSION AND SEDIMENT CONTROL MEASURES
3.02 A 12'w by 70'1 temporary stone construction entrance will be constructed into the site from the right of way. The entrance shall
be maintained in a condition which will prevent tracking or flow of mud onto the public rights-of-way. This may require periodic top
dressing with additional stone or the washing and reworking of existing stone as conditions demand and repair and/or cleanout of any
structures used to trap sediment. All materials spilled, dropped, washed, or tracked from vehicles onto roadways or into storm drains
must be removed immediately. The use of water trucks to remove materials dropped, washed, or tracked onto roadways will not be
permitted under any circumstances.
3.05 Silt fence will be installed in selected locations downstream from the construction areas as a first measure of construction. Silt
fence will be installed around the downstream side of any topsoil stockpiles. Silt fences shall be inspected after each rainfall and at
least daily during prolonged rainfall. Any required repairs shall be made immediately. Damaged, decomposed or otherwise ineffective silt
fence shall be replaced. Sediment deposits should be removed after each storm event. They must be removed when deposits reach
approximately one-half the height of the barrier. Any sediment deposits remaining in place after the silt fence is no longer needed
shall be dressed to conform with the existing grade and stabilized.
3.31 Temporary seeding in accordance with the E & S Std & Spec 3.31 will be applied to the topsoil stock pile and all areas which
will not be brought to final grade within 30 days. Embankment or excavated slopes denuded for a period of greater than 30 days
shall be temporarily seeded and mulched. All temporary seeding areas will be mulched in accordance with the schedule included herein.
3.38 Trees within designated open space areas will be preserved to the extent practicable. See the Landscape Plan for additional
information.
Temporary Seeding
SEED TYPE RATE MIN. PURITY(%) MIN. GERM.(%)
Sept 1 - Feb 15:
Annual
Ryegrass
50
Ib/ac
98
85
Winter
Rye
50
Ib/ac
98
85
May 1
- 'Aug 31:
120 Ib/ac
97
85
Red clover
German
Millet
50
Ib/ac
98
85
or
Ib/ac
98
85
Mulch: 1.5 ton/ac small grain
straw
Feb 16
- Apr 30:
10-10-10
first being filtered or otherwise treated to remove sediment.
m c
(D .C)
Annual
ryegrass
75
Ib/ac
98
85
Mulch:
1.5 ton/ac
small grain straw
a
Fertilizer:
1000 Ib/ac 10-10-10
PHASE 2 EROSION AND SEDIMENT CONTROL MEAUSRES
3.30 Replacement of topsoil will generally occur throughout the work site where vegetation is to be reestablished. Topsoil will be
uniformly spread and rolled to a minimum depth of 4". Topsoil shall not be placed while in a frozen or wet condition.
3.32 All disturbed areas will be stabilized by permanent seeding in accordance with the schedule included herein. The anticipated time
for construction is winter through summer 2018.
3.35 All seeded areas will be mulched in accordance with the schedule included herein.
Permanent Stabilization
The contractor shall stabilize all denuded land within 7 days after the end of construction. Permanent stabilization shall be applied to
areas that are to be left dormant for more than one year. During construction of the project, soil stockpiles shall be stabilized or
protected with sediment trapping measures. The contractor is responsible for the temporary protection and permanent stabilization of all
soil stockpiles on site as well as soil intentionally transported from the project site. No soil testing is required. The contractor shall
establish vegetation on all areas not otherwise stabilized according the following specification:
Seedbed Preparation:
Ib/ac
98
a. Scarify top
1 " to 2" of soil after final grades have been achieved.
b. Add 3 tons
per acre pulverized
agricultural
limestone(1401b/1000sf).ng a
SEED TYPE
RATE MIN.
PURITY(%)
MIN. GERM.(%)
Tall fescue
120 Ib/ac
97
85
Red clover
8 Ib/ac
95
65
Ladino clover
8 Ib/ac
95
65
Nurse Grass -(season dependent)
Sept 1 - Feb 15:
Annual Ryegrass 12
Ib/ac
98
85
Winter Rye 12
Ib/ac
98
85
May 1 - Aug 31:
>
Z
8. Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel,
German Millet 12
Ib/ac
98
85
or
a slope face, adequate drainage or other protection shall be
provided.
CL �
Feb 16 - Apr 30:
are made operable during construction shall be protected so
that sediment -laden
water cannot enter
Annual ryegrass 12
Ib/ac
98
85
Mulch: 1.5 ton/ac small grain
straw
that sediment -laden
Fertilizer: 1000 Ib/ac
10-10-10
first being filtered or otherwise treated to remove sediment.
m c
1. The VESCP Authority must be notified one week prior to the preconstruction conference, one week prior to the commencement of
land disturbing activity, and one week prior to the final inspection.
2. Work on the project (grading, excavation, construction) shall not commence until the appropriate erosion and sediment controls are
in place as specified on the plan and as approved by the VESCP Authority.
3. The approved site plan must be kept on the work site and shown on request.
4. Prior to commencing land disturbing activities in areas other than indicated on these plan (including, but not limited to, off-site
borrow or waste areas), the contractor shall submit a supplementary erosion and sediment control plan to the VESCP Authority for
review and approval
5. The contractor is responsible for installation of any additional erosion control measures necessary to prevent erosion and
sedimentation as determined by the VESCP Authority.
6. All disturbed areas are to drain to approved sediment control measures at all times during land disturbing activities and during site
development until final stabilization is achieved.
SEQUENCE OF CONSTRUCTION
PHASE 1
1. Install construction entrance.
2. Install silt fence along downstream perimet r
of work areas.
3. Strip, stockpile and stabilize topsoil in location shown on the Site Erosion and Sediment Control Plan.
4. Perform rough grading to accommodate new access road and mobile homes.
PHASE 2
5. Install utilities.
6. Complete exterior site improvements.
7. Perform final grading and topsoil redistribution.
8. Install landscape P
a e Ian
ts.
9. Remove temporary controls after all work areas have been stabilized.
9VAC25-840-40. MINIMUM STANDARDS 1-19:
A VESCP must be consistent with the following criteria, techniques and methods:
1. Permanent or temporary soil stabilization shall be applied to denuded areas within seven days after final grade is reached on any
portion of the site. Temporary soil stabilization shall be applied within seven days to denuded areas that may not be at final grade
but will remain dormant for longer than 140 days. Permanent stabilization shall be applied to areas that are to be left dormant for
more than one year.
2. During construction of the project, soil stockpiles and borrow areas shall be stabilized or protected with sediment trapping
measures. The applicant is responsible for the temporary protection and permanent stabilization of all soil stockpiles on site as well
as borrow areas and soil intentionally transported from the project site.
3. A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized. Permanent vegetation
shall not be considered established until a ground cover is achieved that is uniform, mature enough to survive and will inhibit erosic
4. Sediment basins and traps, perimeter dikes, sediment barriers and other measures intended to trap sediment shall be constructed
as a first step in any land -disturbing activity and shall be made functional before upslope land disturbance takes place.
5. Stabilization measures shall be applied to earthen structures such as dams, dikes and diversions immediately after installation.
6. Sediment traps and sediment basins shall be designed and constructed based upon the total drainage area to be served by the
trap or basin.
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a. The minimum storage capacity of a sediment trap shall be 134 cubic yards per acre of drainage area and the trap shall only
control drainage areas less than three acres.
b. Surface runoff from disturbed areas that is comprised of flow from drainage areas greater than or equal to three acres shall
be controlled by a sediment basin. The minimum storage capacity of a sediment basin shall be 134 cubic yards per acre of
drainage area. The outfall system shall, at a minimum, maintain the structural integrity of the basin during a 25 -year storm of
24-hour duration. Runoff coefficients used in runoff calculations shall correspond to a bare earth condition or those conditions
expected to exist while the sediment basin is utilized.
designed and constructed in a manner that will minimize erosion. Slopes that are
found to be eroding
excessively within one year of
permanent stabilization shall be provided with additional slope
stabilizing measures
until the problem is
corrected.
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8. Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel,
flume or slope drain structure.
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7. Cut and fill slopes shall be
designed and constructed in a manner that will minimize erosion. Slopes that are
found to be eroding
excessively within one year of
permanent stabilization shall be provided with additional slope
stabilizing measures
until the problem is
corrected.
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8. Concentrated runoff shall not flow down cut or fill slopes unless contained within an adequate temporary or permanent channel,
flume or slope drain structure.
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9. Whenever water seeps from
a slope face, adequate drainage or other protection shall be
provided.
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10. All storm sewer inlets that
are made operable during construction shall be protected so
that sediment -laden
water cannot enter
the conveyance system without
first being filtered or otherwise treated to remove sediment.
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10. All storm sewer inlets that
are made operable during construction shall be protected so
that sediment -laden
water cannot enter
the conveyance system without
first being filtered or otherwise treated to remove sediment.
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11. Before newly constructed stormwater conveyance channels or pipes are made operational, adequate outlet protection and any
required temporary or permanent channel lining shall be installed in both the conveyance channel and receiving channel.
12. When work in a live watercourse is performed, precautions shall be taken to minimize encroachment, control sediment transport
and stabilize the work area to the greatest extent possible during construction. Nonerodible material shall be used for the construction
of causeways and cofferdams. Earthen fill may be used for these structures if armored by nonerodible cover materials.
13. When a live watercourse must be crossed by construction vehicles more than twice in any six-month period, a temporary
vehicular stream crossing constructed of nonerodible material shall be provided.
14. All applicable federal, state and local regulations pertaining to working in or crossing live watercourses shall be met.
15. The bed and banks of a watercourse shall be stabilized immediately after work in the watercourse is completed.
16. Underground utility lines shall be installed in accordance with the following standards in addition to other applicable criteria:
a. No more than 500 linear feet of trench may be opened at one time.
b. Excavated material shall be placed on the uphill side of trenches.
c. Effluent from dewatering operations shall be filtered or passed through an approved sediment trapping device, or both, and
discharged in a manner that does not adversely affect flowing streams or off-site property.
d. Material used for backfilling trenches shall be properly compacted in order to minimize erosion and promote stabilization.
e. Restabilization shall be accomplished in accordance with these regulations.
f. Applicable safety regulations shall be complied with.
17. Where construction vehicle access routes intersect paved or public roads, provisions shall be made to minimize the transport of
sediment by vehicular tracking onto the paved surface. Where sediment is transported onto a paved or public road surface, the road
surface shall be cleaned thoroughly at the end of each day. Sediment shall be removed from the roads by shoveling or sweeping and
transported to a sediment control disposal area. Street washing shall be allowed only after sediment is removed in this manner. This
provision shall apply to individual development lots as well as to larger land -disturbing activities.
18. All temporary erosion and sediment control measures shall be removed within 30 days after final site stabilization or after the
temporary measures are no longer needed, unless otherwise authorized by the VESCP. Trapped sediment and the disturbed soil areas
resulting from the disposition of temporary measures shall be permanently stabilized to prevent further erosion and sedimentation.
19. Properties and waterways downstream from development sites shall be protected from sediment deposition, erosion and damage
due to increases in volume, velocity and peak flow rate of stormwater runoff for the stated frequency storm of 24-hour duration in
accordance with the following standards and criteria. Stream restoration and relocation projects that incorporate natural channel design
concepts are not man-made channels and shall be exempt from any flow rate capacity and velocity requirements for natural or
man-made channels:
a. Concentrated stormwater runoff leaving a development site shall be discharged directly into an adequate natural or man-made
receiving channel, pipe or storm sewer system. For those sites where runoff is discharged into a pipe or pipe system, downstream
stability analyses at the outfall of the pipe or pipe system shall be performed.
b. Adequacy of all channels and pipes shall be verified in the following manner:
(1) The applicant shall demonstrate that the total drainage area to the point of analysis within the channel is one hundred
times greater than the contributing drainage area of the project in question; or
(2) (a) Natural channels shall be analyzed by the use of a two-year storm to verify that stormwater will not overtop channel
banks nor cause erosion of channel bed or banks.
(b) All previously constructed man-made channels shall be analyzed by the use of a ten-year storm to verify that
stormwater will not overtop its banks and by the use of a two-year storm to demonstrate that stormwater will not cause erosion
of channel bed or banks; and
(c) Pipes and storm sewer systems shall be analyzed by the use of a ten-year storm to verify that stormwater will be
contained within the pipe or system.
c. If existing natural receiving channels or previously constructed man-made channels or pipes are not adequate, the applicant
shall:
(1) Improve the channels to a condition where a ten-year storm will not overtop the banks and a two-year storm will not
cause erosion to the channel bed or banks; or
(2) Improve the pipe or pipe system to a condition where the ten-year storm is contained within the appurtenances;
(3) Develop a site design that will not cause the pre -development peak runoff rate from a two-year storm to increase when
runoff outfalls into a natural channel or will not cause the pre -development peak runoff rate from a ten-year storm to increase
when runoff outfalls into a man-made channel; or
(4) Provide a combination of channel improvement, stormwater detention or other measures which is satisfactory to the VESCP
authority to prevent downstream erosion.
d. The applicant shall provide evidence of permission to make the improvements.
e. All hydrologic analyses shall be based on the existing watershed characteristics and the ultimate development of the subject
project.
f. If the applicant chooses an option that includes stormwater detention, he shall obtain approval from the VESCP of a plan for
maintenance of the detention facilities. The plan shall set forth the maintenance requirements of the facility and the person
responsible for performing the maintenance.
g. Outfall from a detention facility shall be discharged to a receiving channel, and energy dissipators shall be placed at the outfal
of all detention facilities as necessary to provide a stabilized transition from the facility to the receiving channel.
h. All on-site channels must be verified to be adequate.
i. Increased volumes of sheet flows that may cause erosion or sedimentation on adjacent property shall be diverted
to a stable outlet, adequate. channel, pipe or pipe system, or to a detention facility.
j. In applying these stormwater management criteria, individual lots or parcels in a residential, commercial or
industrial development shall not be considered to be separate development projects. Instead, the development, as a
whole, shall be considered to be a single development project. Hydrologic parameters that reflect the ultimate
development condition shall be used in all engineering calculations.
k. All measures used to protect properties and waterways shall be employed in a manner which minimizes impacts
on the physical, chemical and biological integrity of rivers, streams and other waters of the state.
1. Any plan approved prior to July 1, 2014, that provides for stormwater management that addresses any flow rate capacity and
velocity requirements for natural or man-
made channels shall satisfy the flow rate capacity and velocity requirements for natural or
man-made channels if the practices are designed to (i) detain the water quality volume and to release it over 48 hours; (ii) detain
and release over a 24-hour period the expected rainfall resulting from the one year, 24-hour storm; and (iii) reduce the allowable
peak flow rate resulting from the 1.5, 2, and 10 -year, 24-hour storms to a level that is less than or equal to the peak flow rate
from the site assuming it was in a good forested condition, achieved through multiplication of the forested peak flow rate by a
reduction factor that is equal to the runoff volume from the site when it was in a good forested condition divided by the runoff
volume from the
site in its proposed condition, and shall be exempt from any flow rate capacity and velocity requirements for natura
or man-made channels as defined in any regulations promulgated pursuant to 62.1-44.15:54 or 62.1-44.15:65 of the Act.
m. Forlans approved p pp ed on and after July 1, 2014, the flow rate capacity and velocity requirements of 62.1-44-15:52A of the Act
and this subsection shall be satisfied by compliance with water quantity requirements in the Stormwater Management Act
(62.1-44.15:24 et seq. of the Code of Virginia) and attendant regulations, unless such land disturbing activities are in accordance
with 9VAC25-870-48 of the Virginia Stormwater Management Program (VSMP) Regulations.
n. Compliance with the water quality standards set out in 9VAC25-870-66 of the Virginia Stormwater Management Program (VSMP)
Regulations shall be deemed to satisfy the requirements of subdivision 19 of this subsection.
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TYPICAL PARKING
DIMENSIONS
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SEE SHEET 9 FOR ENTRANCE IMPROVEMENT PLAN
NOTES:
1. FREDERICK WATER EASEMENTS ARE EXCLUSIVE.
2. COORDINATE WATER SERVICE REPLACEMENT ON PRIVATE SIDE OF
EXISTING METER VAULT WITH FREDERICK WATER'S INSPECTOR.
3. FIELD LOCATE AND SHOW EXISTING FORCE SEWER BALL VALVE NEAR
PROPERTY LINE.
4. VERIFY THAT THE EXISTING WATER METER IS SIZED PROPERLY. METER
CALIBRATION WILL BE REQUIRED AT THE OWNER'S EXPENSE WITHIN THREE
MONTHS OF THIS APPROVAL. COORDINATE METER CALIBRATION WIT
FREDERICK WATER'S CUSTOMER SERVICE DEPARTMENT.
5. FREDERICK WATER, AT THEIR DISCRETION, MAY REQUIRE AS—BUILT
DRAWINGS.
AREA TABLE
AREA
SQ. FT.
ACRES
NEW MOBILE HOME LOTS
51,506
1.1824
NEW ROAD R.O.W.
29,414
0.6752
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39,121
0.8981
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2.879
0
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245,457
5.6348
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SHEET:
6� 14
200 ° 200 PRIVATE SANITARY SEWER FORCE MAIN EXHIBIT
Scale in Feet SCALE: 1 "=200' CONTOUR INTERVAL=5'
LEVEL CONTROL MTG.
2" GATE VALVES
WET WELL
SALUM. ACCESS DOOR
ST FLOAT BRACKET
2" VENT
TOP RAIL SUPPORT
(BOLTS TO COVER FRAME)
z
s
i7
DISCHARGE PIPING
DISCHARGE FLANGE
CHECK VALVE
INLET HUB
(FIELD INSTALLED BY CONTRACTOR)
QST LIFTING CHAIN
�—MODEL GRP37/3 SUBMERSIBLE PUMP
LIFT -OUT ASSY.
:1
4 ;.
SECTION
FIBERGLASS UFT STATION 2.4 YARDS OF CONCRETE ANTI -FLOATATION
SPOT WOM PFICIPERTY PUNIP STAT t
P€JkfP flEAD WORKSHUT ..
SANITARY SEWER PUMP STATION DETAIL
NOT TO SCALE
PUMP STATION SPECIFICATION IS PROVIDED BY TRIPLE "D" PUMP COMPANY.
3301 COTTON, WACO 76712
254-772-7623
Rated Capacity: 22 GPM
Rated Head: 62' TDH
Electrical Service: 230 Volt, 3 PH
Wet Well Sue: 48' Diameter x 12` Deep
2 CRP 16/3,1.5 HP, 230 Volt, 3 PH, 34501 RPM; 30' Cord, Submersible Grinder Pumps, Homa
2 Autocvuplings
1 48" Diameter x 12' Deep Fiberglass Basin, 3" Top Flange, Anti -Floatation Bottom, (3) Galvanized Lifting Lugs
Duplex Pump Studs
1 54" Aluminum Cover with 26" x 36" Access Hatch, 2" Vent Coupling, 316 SST Hardware, 300 PSF Load Ratir
2Upper Guide Rail Brackets, 304 SST
4 1" Guide Rails, 304 SST
1 2' Discharge Pipe Package, SCH 80 PVC
2 2' Gate Valve, Brass
2 2" Swing Check Valve, Brass
T Duplex Alternating Control Panel Complete with Red High' Water Alarm Light, Nema 4X FRP Enclosure
4 Float Switches, Mercury, 30' Cord
I Float Switch Bracket, 304 SST
2 3/16" x 14' Lifting Chains, 304 SST
1 2" Vent Assembly wkh Screen, Galvanized
1 Item of Fasteners, 304 SST
1 Item of Assembly
1 Item of Delivery
Technical Information
GRP16/3
Operating data
22 US g.p.m.US g.p.m.
Motor housing
Flow
22 US g.p.m.
!! '
•
Head
�■ 111111
I
A
■
VIII
I)
�. •,
1.05 hp
[
Pump efficiency
29,2%
£
(BOLTS TO COVER FRAME)
z
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DISCHARGE PIPING
DISCHARGE FLANGE
CHECK VALVE
INLET HUB
(FIELD INSTALLED BY CONTRACTOR)
QST LIFTING CHAIN
�—MODEL GRP37/3 SUBMERSIBLE PUMP
LIFT -OUT ASSY.
:1
4 ;.
SECTION
FIBERGLASS UFT STATION 2.4 YARDS OF CONCRETE ANTI -FLOATATION
SPOT WOM PFICIPERTY PUNIP STAT t
P€JkfP flEAD WORKSHUT ..
SANITARY SEWER PUMP STATION DETAIL
NOT TO SCALE
PUMP STATION SPECIFICATION IS PROVIDED BY TRIPLE "D" PUMP COMPANY.
3301 COTTON, WACO 76712
254-772-7623
Rated Capacity: 22 GPM
Rated Head: 62' TDH
Electrical Service: 230 Volt, 3 PH
Wet Well Sue: 48' Diameter x 12` Deep
2 CRP 16/3,1.5 HP, 230 Volt, 3 PH, 34501 RPM; 30' Cord, Submersible Grinder Pumps, Homa
2 Autocvuplings
1 48" Diameter x 12' Deep Fiberglass Basin, 3" Top Flange, Anti -Floatation Bottom, (3) Galvanized Lifting Lugs
Duplex Pump Studs
1 54" Aluminum Cover with 26" x 36" Access Hatch, 2" Vent Coupling, 316 SST Hardware, 300 PSF Load Ratir
2Upper Guide Rail Brackets, 304 SST
4 1" Guide Rails, 304 SST
1 2' Discharge Pipe Package, SCH 80 PVC
2 2' Gate Valve, Brass
2 2" Swing Check Valve, Brass
T Duplex Alternating Control Panel Complete with Red High' Water Alarm Light, Nema 4X FRP Enclosure
4 Float Switches, Mercury, 30' Cord
I Float Switch Bracket, 304 SST
2 3/16" x 14' Lifting Chains, 304 SST
1 2" Vent Assembly wkh Screen, Galvanized
1 Item of Fasteners, 304 SST
1 Item of Assembly
1 Item of Delivery
Technical Information
GRP16/3
Operating data
22 US g.p.m.US g.p.m.
Motor housing
Flow
22 US g.p.m.
Pump housing
Head
62 ft
Cast Iron ASTM A48;CI.40B
Shaft power P2
1.05 hp
[
Pump efficiency
29,2%
£
Required pump NPSH
AISI 304 Stainless Steel
7
Pumpe type
Single pump
Fluid
No. of pumps
1
C
Fluid
Wastewater
62.31 Ib/fto
Kin. viscosity
1.077E-5
4
Pump
hp
Explosion protection
Pump Code
GRP16/3
Rated speed
Impeller Vane impeller with cutter sys.
1
Impeller size
51/s"
75.0 %
%
%
Solid size
Rated current 6.2 /3,1 A
Starting current, direct starting
Discharge port
2"M
[o
Suction port
0,76
3
Starting mode Directly
Power cable
2
Control cable
1
Motor
Type of power cable
[hl
Rated voltage
2301460V
Frequency
60 Hz
1'
Rated power P2
1.5 hp
0 -
Rated speed
3450 rpm
0.
Number of poles
2
Efficiency
75%
Rated current
6.2 / 3,1 A
Materials
22 US g.p.m.US g.p.m.
Motor housing
Cast Iron ASTM A48;CI.406
Motor bearing cover Cast Iron ASTM A48;C1.408
Pump housing
Cast Iron ASTM A48;CI.40B
Impeller
Cast Iron ASTM A48;CI.40B
Cutting system
Hardened Stainless Stall HRC55
Motor shaft
AISI 430 F Stainless Steel
O -Rings
Nitrile Rubber
Bolts
AISI 304 Stainless Steel
Mechanical seat on medium side Sic i Sic
Shaft seal (motor side) Nitrile Rubber
Lower Bearing Double row angular ball bearing
Upper Bearing Deep Groove Ball Bearing
P M.P E W M t T S Y S T E M
Testnorm; HI Standard Seca. 14.6.3.4.1
Wet well installation with coupling kit 2Z (GRP10...21)
Dimensions in mm [inch], letters see table
,
-i
F .se
Upper Me rad bracket
i' -.1n - - n vn
r"
eo j {ia
,o mi ,,troy
>a _
SM
1. U
r �
70 SO 90 [US g.p.
Table Dimensions
( inch )
Project Project no.: Created by;Page: Date:
2017.10-26
Technical Data
GRP16/3
1iMVill
1;
P uM PE N M I T S Y S r E Ai
Flow
22 US g.p.m.US g.p.m.
Head
62 ft
ft
Shaft power P2
1.0 hp
Static head
0
ft
Pump efficiency
29.2 %
Required pump NPSH
Vane impeller with cutter sys. Flow Max.
it
Pumpe type
Single pump
No. of pumps
1
Hz
Fluid
Wastewater
Temperature
68
-F
Density
62.31 Ib/fto
Kin. viscosity
1.077E-5
ft'/s
Motor housing Cast Iron ASTM A48;CI.40B Motor shaft AISI 430 F Stainless Steel
Pump housing Cast Iron ASTM A48;CI.40B Bolts AISI 304 Stainless Steel e
Motor bearing cover Cast Iron ASTM A48;CI,40B 6 -Rings Nitrite Rubber m
Impeller Cast Iron ASTM A48;CI.40B
Cutting system Hardened Stainless Stell HR 55 a
Weight aggregat 57.319 lb
0
Project Project no.: Created by:Page: Date:.
4 2017-10-26
File: SI\Frederick Water\1 TRENCH AND BEDDING,pdf
S ]or invalid reference
spigot by Basketed bell 45' bend
2
minimum
Basketed pipe and fittings
8"x 4" gesketed bell wye sokrent weld cep
Property
lire
finished
grade
3s"I in �
Icover
treated n 4" with .
top 8- palmed green
All pipe and fittings shall be SDR 35/26.
GRAVITY SEWER LATERAL
FOR MAIN WITH COVER 15 FT OR LESS
-22-
Panella Model PA4SV-CSK (41 cast iron
cleanout cap with standard gasket and brass
plug having a countersunk square head —
finished
grade
1r
sanitary ore
sewer main
Purttp
Motor
bearing cleanouttlamphde frame
Pump Code
GRP1613 Speed
3450
rpm
Suction port
Discharge port
Max.
Head
2" M Min..
86.8
2,8
ft
It
Impeller type
Vane impeller with cutter sys. Flow Max.
90:3
US g:p.m.
Solid size
inch Pump efficiency max,
38.9
Hz
Impeller @
5.04 inch Required rated power max. P2
1.5
hp
Motor housing Cast Iron ASTM A48;CI.40B Motor shaft AISI 430 F Stainless Steel
Pump housing Cast Iron ASTM A48;CI.40B Bolts AISI 304 Stainless Steel e
Motor bearing cover Cast Iron ASTM A48;CI,40B 6 -Rings Nitrite Rubber m
Impeller Cast Iron ASTM A48;CI.40B
Cutting system Hardened Stainless Stell HR 55 a
Weight aggregat 57.319 lb
0
Project Project no.: Created by:Page: Date:.
4 2017-10-26
File: SI\Frederick Water\1 TRENCH AND BEDDING,pdf
S ]or invalid reference
spigot by Basketed bell 45' bend
2
minimum
Basketed pipe and fittings
8"x 4" gesketed bell wye sokrent weld cep
Property
lire
finished
grade
3s"I in �
Icover
treated n 4" with .
top 8- palmed green
All pipe and fittings shall be SDR 35/26.
GRAVITY SEWER LATERAL
FOR MAIN WITH COVER 15 FT OR LESS
-22-
Panella Model PA4SV-CSK (41 cast iron
cleanout cap with standard gasket and brass
plug having a countersunk square head —
finished
grade
1r
sanitary ore
sewer main
Capitol Foundry of VA, Inc traffic
Motor
bearing cleanouttlamphde frame
LJ
Motor design
Submersible motor
concrete skid pad
Insulation class
24" die. x 6" deep
H
Motor name
AM120TM.2,4/2/3
�ILI.Lr.
Degree of protection
0
IP 68
Frequency
60
Hz
Temperature class
UJ
T4
Rated power P1
2.0
hp
NEMA code
W W
F
Rated power P2
1.5
hp
Explosion protection
W0
0c0
Rated speed
3450
rpm
Efficiency
0
at rated power
h
100%
75%
50%
75.0 %
%
%
Rated voltage 230 1460 V 3-
Rated current 6.2 /3,1 A
Starting current, direct starting
248 112,4
A
cos phi
at % rated power
100%
75%
50°/
0,76
Starting current, star -delta A
Starting mode Directly
Power cable
6G1,5
Control cable
Type of power cable
H07RN8-F PLUS
Type of control cable
Cable length
32.809 ft
Service factor
1.15
Shaft seal
Mechanical seal on medium
Shaft seal (motor side)
side Sic / Sic
Nitrile Rubber
Bearing
Lower Bearing
Upper Bearing
Double row angular ball bearing
Deep Groove Ball Bearing
Remarks
Motor housing Cast Iron ASTM A48;CI.40B Motor shaft AISI 430 F Stainless Steel
Pump housing Cast Iron ASTM A48;CI.40B Bolts AISI 304 Stainless Steel e
Motor bearing cover Cast Iron ASTM A48;CI,40B 6 -Rings Nitrite Rubber m
Impeller Cast Iron ASTM A48;CI.40B
Cutting system Hardened Stainless Stell HR 55 a
Weight aggregat 57.319 lb
0
Project Project no.: Created by:Page: Date:.
4 2017-10-26
File: SI\Frederick Water\1 TRENCH AND BEDDING,pdf
S ]or invalid reference
spigot by Basketed bell 45' bend
2
minimum
Basketed pipe and fittings
8"x 4" gesketed bell wye sokrent weld cep
Property
lire
finished
grade
3s"I in �
Icover
treated n 4" with .
top 8- palmed green
All pipe and fittings shall be SDR 35/26.
GRAVITY SEWER LATERAL
FOR MAIN WITH COVER 15 FT OR LESS
-22-
Panella Model PA4SV-CSK (41 cast iron
cleanout cap with standard gasket and brass
plug having a countersunk square head —
finished
grade
1r
sanitary ore
sewer main
45' bend
6" stone
All pipe and fittings shall be SDR 35/26.
GRAVITY SEWER CLEANOUT
-24-
FEB 09
FEB 09
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Q
bearing cleanouttlamphde frame
LJ
and cover, ham No. VBQ*S
2
concrete skid pad
SCALE:
24" die. x 6" deep
...... .......
t'.
45' bend
6" stone
All pipe and fittings shall be SDR 35/26.
GRAVITY SEWER CLEANOUT
-24-
FEB 09
FEB 09
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c. No. 021621
L As
`sSI ONAL
e.V
SURVEY:
P -L
2.
DRAWN BY:
JOB NO.:
P -L
1511014
SCALE:
DATE:
SHOWN
10/24/17
SHEET:
V J4
�- -V1 &a ff JV74.1,11V - - - - FREDERICK WATER
\ 3 \c r
CONSTRUCTION NOTES
� 1. The Frederick Water Water and Sewer Standards and
- - _ x• , Specifications are available at www.frederickwater.com.
� ~ \ ` �� °' 2. The contractor shall adhere to Frederick Water's standards
` -� - 40 0 40 and specifications in effect at the time of construction.
\ o o > o - _ ^� - ✓ oo / FFA LF Ho ?9 4 1 PR. PAVIL19N
- �-1 3. The contractor shall coordinate with and arrange for
% O \ et _73'3 / ro O� / % f� SF -g Z
ry��, o z N��, N �v o r f moo • r ,q�q � - ,.\ � �-- - _- � Scale I n Feet .inspection by Frederick Water. zo
��` m o 1` E.Y LL to
`,qcr 73S Q zo %. moo / /` �o oo � ..._. -,_ ai � � o s �,,.. -- o �o Q �o ri• � �.. • � / v � / ., ._.e �,�� s
ivo f , _ o� 4o u / m� / ® - 4. The contractor shall connect a new sewer line to an existing >
av � r mer p (v 4Z ori \ \
f ^� r` m �\ Q m Ex. PUM STA. / f / °' \ F_x.. - 7 - PR. 2"0 200 PSI PE TUBE WL TO manhole b core drillin the manhole. L'
A rbc ri Ex, Ori / Q�oo a ori PS, �"0 W T. Q ri 2°om r TOP 41.5 - - _ / �` / \ 38 - REPLACE EX. 2" WL y g
' ~ \�'� Sled ��� ,° � -- '��` SERV. LI `�, 4� l IN 733.9 > '` \ � \ Shed "_ _..1,--��__.,
u \ _ Po / ° �> q r? \ !7j CONNECT TO EX. 2" WL GENERALLY 5. A new water (or forced sewer) main shall be connected to
Ex. t f= � OUT 735. Mo d-- '� `° AS SHOWN. CONNECT ALL METERS
b Shed �f� ed \ v win's - /o --Dec. Exp 2 - - - - - -\ (3)' - an existing main by a wet tap. Frederick Water shall furnish all
Xx - (Appprox.)- - \ Ms -I - needed material and make the tap.
X. WATER & SEW.
r' - ` HjM' - - - f -� -�t'-�y �� - - a �-- - - - - - - H ASSY. - -- - a =�-,_ ESMT. a. An Application for Wet Tap shall be submitted and the
Wi1;1 - ' -t - - - - - -
6 \�� Panel / f r (win W/Gf \ t . W -� ° -Win-- Ex. - - - - ' -' _ "� = - - - - - - �- • - app /NSTR. 010016545 initial fee aid before the to is made.
Mounted /...�,/ DecFZ
_ - _..iApprox.) AIC � ti� l C , 13 - C/o AG Ft�eL w W_)M P
r _. -- _ TApPro 1 P
- M� 1J Dec. /4"0 WAT/ - 1 Meter / ` Unit Ex. Poneh � �\tom . Uni j �1 � �Ex. r \\ -'Storage `v '
e C\ �c o f -,- x n g.>�
�•� Oti `� Meters SRV. �AT. , TYP.) t Dec.t '� __ f_M rted� ` �, ` Ex. 11" shed j > � _ / � --- = - 6. Exact locations of water and sewer services on new lines are
\F s '+ - ° m leo.'" \ Dec.m Shed i , "`` I - - -- i to be coordinated with Frederick Water's inspector.
�oC c� f f`s 1T1 x Box F\ \cit x J �'` - . i o ( \Cr
1 -- `\ �W1/s P
o X06 �X x x Me er �x 1 ` . 2 ; Ex. MH V 1 106-5� #106-4 Ti r 06=3. ;E Ex. y� i 106-1 -
(nom
Meters 1 i �./eC �4 Q o _i I Ex. 1 St � f: w 106-2 Leon -To j i� ( Ex. 2" FM
j w .� 1' - ,� rn TDP=742.4 Ex. 1 St y' Ex. 1 St ' I Ex. 1 St -
� . ,° • o o o o i / o �' Box , -' ( rn I j INV. IN=7, 6.4 y' Frame / ! \ y' y' -� Ex. 1 Sty. w - - Ex. 8 W L - 7. Frederick Water's maintenance division shall furnish and install
I ;
o� o o' / o o' 1s.rn o >so vo\ I Frome
y a rn _ v °t is rn 1 rn i = °' G _ °' I INV. IN=735.9 Dwelling Frame , _ 3F Frame Fro e PR. 8"0 WL " _ _ _ -
r �. q,rn_ ( m �k. I o n,,, �F 1 ! wellin \ ( I cx� Dwelling Ex. I Dwe in T _ CONNECT TO EX. 8" WL '
0 W ` (D �' .SCO -- AG Fue/ fO ' -'! cA vi, 3 INv. IN=7 7. 1(NO�- -� -r �- -- I....__.. ! j�_ _g all water meters though 2 inch in size. It is the contractor's
w �" o\ z o =�` \ = 1 Z m I I I ► Shed C a 8x8 TEE. 8" GV, 8xs
Storage i INv 377_ r_ -� _�-� ,� \ I -� r-- FIELD LOCATE EX. SAN/TARP L --- J + I REDUCER. 6" GV To responsibility to have the meter box assembly installed correctly.
3� m \� rn \ _ _� m 1 / I I __ I/ 1 U.rr SEWER LATERALS _�� f PR. k NEW FH Before a permanent meter IS installed:
f r 7 W RESTRAIN Ex. PIPE a. The meter box, with its frame and cover, must be
Ex. + 1 1 7cv
J L \ \ '
Gravel t Ex.` \ � E/ec. °� 1` ,�ilbo*es \ Ex. properly aligned with the yoke bar.
1 She \ Ex. Grove/ 1 Ex. / l t _ l ' ` _ _ _ b. The frame and cover shall be set to final grade.
t Ex. /
Ex. (r �fal Ex. Grave! �GraveJ \ Elec. _ f ' J + Ped_ ^� t I Gravel PR- - -
Ex. v -Goa - a Ex. ->rlrov G Ex. - / - 30' FREDERICK WATER SMT_ 2 j{ fes, _ ; 744= c. The distance between the top of the cover and the
G, t- rpeF� - Gravel PR AT,="R-L1l --- 4\
- GryYe%t t V GrE� _ - _ vel �- _ - -yoke bar shall be between 20 and 23 inches.
- - -
t
f fes_ d. All components of the meter box assembly shall be in
,. (2)PR. 45• \ o o o o / P .`8x8 0
BENDS d \ l % + + e` B€RICK WATER ESMT. o� EX. A PH. ROAD , - / TEE, 15- G�� -- J +pX \ / proper working order.
_ `'� _ �- Ex� raver4 _moo / 4 � � � � -4"- c� -r
` -_ / l �-�- - _ 'ter--- - vP �eC - - �--1 y ,` 8. For services that connect to existing lines:
RELOCATE EX. s 7,-
\.-Elec. Ped. S J2'�26 V 927.15 ` l a. Frederick Water shall furnish and install
Dec. METAL CARPORT w/ Brick a <\�'/E)f. \ f 1 ! Ped. 1�
--red- �- / t X. 15 CMP 1 • all 78x3/4 3/4 1 ", 1}�" and 2" water Services.
I Wal! Dumpster r
• Ib � INV 1N=742.04
2. all sewer services.
S U�'A195B� \ _ �.� `� ' /� INV OUT=742.83
w' ao�eo % ° b. The owner/developer shall:
1. coordinate (or have the contractor coordinate) the
PROPOSED WATERLINE 10+00 - 19+15 PROPOSED WATERLINE 10+00 - 10+90 location of the service lateral with Frederick Water's engineering.
SCALES: (H) 1"=50' _ ALES: (H) 1"=50' assistant.
V i„ _.�� _ V 1"=5' - 2. submit an Application for Service and pay the
-____U �_ � _ _ _ _ _._ . _ v �.�.__
- - required fees.
755 _� _. ___. �_. __._._. ___ �_ _-______�__ _ _ _ __ _ ___�______ v __. _ _____ __.______. __.. _._ __ _ "755 755 ___ ______ __ _________ _ _ ___ ___ _ �_____ 755 9. All water service lines must have a backflow prevention
P
assembly (double check valve or RPZ, as required). The
assembly must meet ASSE standard number 1015 or 1013.
. __..__ _. �___ ___.... _ �� �_-__ _- _ ----__-- 10. All fire lines must have backflow prevention assembly
(detector double check valve of RPZ, as required). The assembly
shall meet ASSE standard number 1048 or 1047. Any privately
750 __ �_.._ _�_ __ __ _ __ _ r__. -__ �� __ _ ____ __ _._.� _.______ ______. _ _ _ __.__ _ 750 7501---------- 750 owned fire line, interior or exterior, shall
also have a fire service HP Protectus III meter. This assembly
Ex GRADE f>� shall be installed immediately before the backflow prevention
CL � �w EX. GRADE _ ._ .� ------ --- - unit. Radio read remotes are required.
0 CL
745 __ - __ ^� w __ _ - - - - _ __ 745 745 745 11. Frederick Water shall review the mechanical plan(s) for
design and material approval of a building's:
a. domestic water meter and its backflow prevention
MI .__._ 48" MIdevice, and/or its
N, CLEAR b. fire service line's backflow prevention device.
740 ____ -_.__ ___ __� -. ___ _ _ _ ___ ______.__._ __ _____ _ _ _ _..___. - _ 740 740 74,0 12. DEQ must also approve sewer pump stations. Frederick
Water requires a copy of DEQ's Certificate to Operate and a
copy o e station's approved 0&M manual These
documents must be received before substantial completion is
Issue and water meters released.
PR. 909'-8 0 CL 52
735 __ ___ -__ _ __ F_ _�__ 735 735 --__.___._____.__ _ _-_ __ ___ _ ---- .-- 735
DIP WATER
CL52. DIP >
LL
730 � ___ __..._._ _ �._ � ®._-__ J _ _.�_.____ _____.___ __.__ -.__ ___ �� __ ____ __...._____...__ ___._ __._ ._.___._._�___ _ _ __ ..__ _ _ __ __ _ ____._. __ _ __._ 730 730 _._ _ �__ W ._.__________ __.____ �� _ ____ _________ 730
o ,
Z
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2a J
00 FW- > > Op
a_______ _ a ___ _ __ _ ___._-.-_.
00 > - __.
w V) W -_.-
+ 1 1 +IM o _ ___ r+-1______1 __________
+ +
171 1 ILA
10+00 11+00 12+00 13+00 14+00 15+00 16+00 17+00 18+00 19+00 10+00 11+00
1 NOWIMOM
concrete pad 118•dis. x6"deep= --finished grade
6"dia. schedule 40 steel
pipe filled with oorlcrete 3'
and painted yellow
finished P
grade 2
S S
18"dia. ••.
concrete
encasement
r
BOLLARD DETAIL
NOTE:
Weep holes shall not be subject to being submerged. t
installation is in an area having a high groundwater table, the
Authod" engineer shall be contacted for hydrant relocation.
stone to be
L minimtrn of (r
_ -
pad V-6" dia. x Wdeep
6
screw type adjustable valve box
valve boor adaptor
_locator marker
mechanical joint
swivel tee with
6" branch
APR 09
Opposite Side
12 gauge solid insulated -
copper wire for line tracing,
taped at 10 foot intervals
treated 2'k 4" with top 6" painted blue
11" coupling (PJ X FIP) and
MIP plastic plug on 6 tail piece
Same Side
INSTALLATION NOTES:
1. Exact location of meter boot assembly to be approved prior to installation.
2. Water service crossing street:
a. Encase in 3" diameter SCH40 PVC or SDR21 pipe. The piping shell nun from one foot beyond sidewalk, across the
street, to one foot beyond sidewalk
b. Install 12 gauge solid insulated copper wire (for line tracing) from corporation stop to into the meter box [wrap wire
around corporation stop; wire to be taped to top of PET at 10 foot intervals; come up into meter boot wrap around
bottom of angle ball valve; terminate with 12" tail piece].
THIS WATER SERVICE CONFORMS TO THE UNIFORM STATEWIDE BUILDING CODE
%"XV,VAND1"
METER INSTALLATION
-8- FEB 09
CertainTeed Rexus 24" W concrete wedge
manhole cover no. CDRU60EH anchor bolt - 4 ea.
2" adjustment ring with
finished grade of butyl joint sealant on top
pavement or earth and bottom as necessary
brace for sewer
D 1 6" 1 8" 12" 16" 18" 20"24" L = restrained length of
brace for water
L (it)
D1
standard 3' cone
0
�\ sewer .'
section for 4'
\ c ,.._._........._._....... .. valve
diameter manhole
$.
brass nipple
'
FIP X FIP lever ball
web a
brass nipple
water
\� _ valve
Z
:2
2" MIP X FIP corp stop
•.
saddle
�/
1
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8"x 8"x 16"
solid block
(as required
•• ,
per pipe size)
C)
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NOTES:
1. All piping shall be 2" diameter
2. For forced sewer 4" or less in diameter install tee in main (no saddle)
U
3. Ouick disconnect (cam and groove) coupling
U
a. coupling to be polypropylene
�ZU
b. FIP X male adapter mates with,
O
c. female coupler X MIP
4. Valve shall be H -Tech, Inc.
(n O w
a. water - Model 993 w/2" NPT connection
N
b. sewer - Model 986 steel body w/2• NPT connection
w
5. Brace shall be 1-1/21 X 1-1/2" X 3/16" aluminum angie w/u-boll
a
around elbow of valve
a
COMBINATION AIR RELEASE
a
AND VACUUM -VALVE VAULT
O
_11-
D1 F�L� D2
Bath joints of the fitting shall be restrained. In addition, all joints within
the specified length on the large side of the reducer shall be restrained.
L = restrained length of
pipe (PVC or DIP)
D = pipe diameter
D2
D 1 6" 1 8" 12" 16" 18" 20"24" L = restrained length of
valve bwc
location madae�,A7.
L (it)
D1
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SCALE: DATE:
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atone � L --�
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In addition to restraining the connection, any joint that
falls within the specified length shall be restratnled.
MAR 18
VALVE, DEAD END
RESTRAINED JOINTS FOR REDUCER,
GATE VALVE AND DEAD END
-3-
FEB 09
screw type adjustable valve boor
D 1 6" 1 8" 12" 16" 18" 20"24" L = restrained length of
valve bwc
location madae�,A7.
Pipe (PVC or DIP)
jol
L (it)60 60 100 120 120 140 180 D = pipe diameter
MAR 18
VALVE, DEAD END
RESTRAINED JOINTS FOR REDUCER,
GATE VALVE AND DEAD END
-3-
FEB 09
screw type adjustable valve boor
I
valve bwc
location madae�,A7.
48" min
jol
strained
jt=:
��
'Q
-18" to 24"--J 1-- 8'k 87r 18" solid block
for 12"Vale
6", 8" and 12"
concrete pad 18"dia.
48" min
SN 8'k 16"
solid block
grade
Water
16-,18',2(r and 24"
GATE VALVE
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8'k 81k 18"
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ELL (_) LL1
concrete pad 1&'
dia. x 6" deep
���A•r,,TH OF
6" stone) 24" min. o
screw type
adjustable
►t
Nate: valve shall t, J . LEWIS 9
valve boot be spur gear
adaptor type c NO 021621
valve
Y
�
to main
8'k 81k 18"
'Q
sola bixin
$.
P -L 1511014
Forced Sewer
SCALE: DATE:
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APR 09
SHEET: Q/ 14
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ELL (_) LL1
concrete pad 1&'
dia. x 6" deep
���A•r,,TH OF
6" stone) 24" min. o
screw type
adjustable
►t
Nate: valve shall t, J . LEWIS 9
valve boot be spur gear
adaptor type c NO 021621
valve
sSIONAL
restrained
to main
8'k 81k 18"
sola bixin
$.
P -L 1511014
Forced Sewer
sSIONAL
SURVEY:
P -L 2'
DRAWN BY: JOB NO.:
P -L 1511014
SCALE: DATE:
SHOWN 10/24/17
APR 09
SHEET: Q/ 14
V
Page 6H-52
Typical Traffic Control
Lane Closure on a Two -Lane Roadway Using Flaggers
(Figure TTC-23.1)
NOTES
April 2015
Guidance:
1. Sign spacing distance should be 350'-500' where the posted speed limit is 45 mph or less, and 500'-800'
where the posted speed limit is greater than 45 mph.
2. Care should be exercised when establishing the limits of the work zone to insure maximum possible
sight distance in advance of the flagger station and transition, based on the posted speed limit and at
least equal to or greater than the values in Table 6H-3. Generally speaking, motorists should have a
clear line of sight from the graphic flagger symbol sign to the flagger.
Option.
3. Where Right -of -Way or geometric conditions prevent the use of 48" x 48" signs. 36" x 36" signs may be
used.
Standard:
4. Flagging stations shall be located far enough in advance of the work space to permit approaching
traffic to reduce speed and/or stop before passing the work space and allow sufficient distance for
departing traffic in the left lane to return to the right lane before reaching opposing traffic (see
Table 6H-3 on Page 611-5).
5. All flaggers shall be state certified and have their certification card in their possession when
performing flagging duties (see Section 6E.01, Qualifications for Flaggers).
6. Cone spacing shall be
7. A shadow vehicle with at least one high intensity amber rotating, , ,g oscillating light
shall be parked 80'-120' in advance of the first work crew.
Option:
8. A supplemental flagger may be required in this area to give advance warning of the operation ahead by
slowing approachingtrafficprior to reaching the flagger station or queued traffic.
Guidance:
9. lithe ueue o tra is reaches�th PREPARED TO STOP (W3-4) sign then the signARMNiM
r should be readjusted at greater distances.
10. When a highway -rail crossing exists within or upstream of the transition area and it is anticipated that
queues resulting from the lane closure might extend through the highway -rail grade crossing, the
temporary traffic control zone should be extended so that the transition area precedes the highway -rail
crossing (see Figure 7TC-56for additional information on highway -rail crossings).
Standard:
11. At night, flagger stations shall be illuminated, except in emergencies (see Section 6E.08).
Option:
12. Cones may be eliminated when using a pilot vehicle operation or when the total roadway width is 20
feet or less.
13.
1=a
Posted S eed 36 - 55 mph
PTRS Spacing Center to Center 8 Feet
1: Revision 1- 4/1/2015
Temporary Traffic Control Plan for Hudson Hollow Road
General Notes
1. This project is classified as a Traffic Management Category I project. Work during the project
will include (1) the closure of the southbound turn lane on Route 636 to permit the construction
of a new entrance Temporary Traffic Controls for the closure of the lane will generally conform to
TTC 23.1 as directed by VDOT.
2. The project is located at the intersection of Route 636 and a private lane serving 30 lots in
Frederick County. Route 636 is a minor road with a traffic volume of 1,500 vehicles per day, and
an unposted speed limit. Route 636 at the site consists of one southbound lane and one
northbound lane.
3. Work in Route 636 consists of milling and overlay of the existing road to accommodate a
wider entrance into the development. The work will rerquire the closure of the southbound lane.
4. Work will be in accordance with the requirements of the Virginia Work Area Protection Manual
(VWAPM) and the Manual of Uniform Traffic Control Devices (MUTCD).
5. VDOT Lane Closure Work Hours
Shoulder Closure: Monday to Thursday Friday Friday to Saturday
9:30 AM to 3:00 PM 9:30 AM to 2:00 PM 10:00 PM to 9:00 AM
10:00 PM to 5:00 AM
Saturday to Sunday Sunday to Monday
10:00 PM to 8:00 AM 10:00 PM to 5:00 AM
Lane Closure: Monday to Thursday Friday Friday to Saturday
10:00 PM to 5:00 AM Not allowed until 11:00 PM 11:00 PM to 5:00 AM
Saturday to Sunday Sunday to Monday
11:00 PM to 6:00 AM 11:00 PM to 5:00 AM
The work hours may be extended to insure that excavations are made safe at the end of the
work day.
6. The contractor shall provide an intermediate level Work Zone Safety Coordinator to develop
the work zone and at least a basic level Work Zone Safety Coordinator to monitor and maintain
the work zone.
7. The contractor shall maintain adequate access and sight distance to all properties.
Emergency Vehicles and Postal Vehicles shall have access to properties at all times. Appropriate
barriers will be installed along the edge of the lane as required (see plans).
8. All equipment and material storage shall be located outside of the clear zone. The clear zone
for this project is 20' beyond the edge of the existing pavement, between the existing curb and
the right of way lane.
9. Public Communications Plan
a. The Contractor shall notify the VDOT Project Manager/Residency Administrator of scheduled
work plans and traffic delays a minimum of seven (7) days prior implementation of the work.
VDOT will provide project information to the District Public Affairs in advance of the start of
construction and weekly updates by noon on Thursday for the following week's work. Changes in
the work plans shall be made immediately known to VDOT.
b. The Contractor shall notify the VDOT Project Manager/Residency Administrator of any
unscheduled traffic delays immediately upon knowing the change to the work schedule.
SEQUENCE OF CONSTRUCTION
1. Route 636
TTC-23.1 Closure of the Southbound Lane
Perform work including:
-demolition of existing entrance
-regrading of adjacent slope to proposed grades
-installation of new entrance
-extension of culvert
-milling and overlay of existing pavement
-sign relocation
April 2015 Page 6H-5
Table 611-2, Taper Length (L)
Table 6H-3,
9: Revision 1-41112015
1 WP -2 1
-.-
� ti
F i
4 j
,
50' TAPER Jv
EXTEND EX. 12" RCP-_'_f_�
8'-12"0 RCP ® 2%
INV=743.70
RELOCATE STOP SIGN '
RELOCATE ROAD NAME SIGN
RELOCATE ARROW SIGN
I I
I
I I
I I
I
EDGE OF EXISING PAVEMENT
(AS DETERMINED IN FIELD)
}
M
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V)
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� o
DE &LOPMENT SIGN w
R OCATE ARROW - - - - - - 0_
HUDSON HOLLOW ROAD
RTE. N0.636
A0_W0l;rmwoR ROAD--
0 o UNPOSTED SPEED LIMIT
+/ 2.100' TO ROUTE 277 _
CG -11 SIGHT DISTANCE=840'
MODERATE VOLUME 250' TO ADJACENT DRIVEWAY
COMMERCIAL ENTRANCE
x-12" WIDE WHITE STOP BAR
LIMITS OF MILL AND OVERLAY
/ StXET 9 FOR ENTRANCE IMPROVEMENT PLAN
4;� 2
a cr o
I �N
-7--
40 0 40
Scale in Feet
ENTRANCE IMPROVEMENT PLAN
SCALE: SHOWN
SHADING INDICATES LIMITS OF NEW PAVEMENT SECTION:
1 " OF SM -9.5
2" OF BM -25.0
- - ---6"-OF 21-B-- - -
TACK COAT THE PROPOSED
CONSTRUCTION JOINT EXISTING _ _
ASPHALT LAYERS PROPOSED ASPHALT LAYERS
- _ _ _ _ -- _EXISTING SUBBASE PROPOSED SUBBASE
-- T COMPACTED SUBGRADE
CONSTRUCTION JOINT DETAIL
REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS
® PROPOSED MINIMUM 1 V INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5)
x MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS
AS DETERMINED BY CORES (SEE NOTE 3)
NOTES:
1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER.
2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT.
SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN,
3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING
PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART.
4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1V INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE
PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAIVED 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.
OV
6. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BET RESTORED SUBJECT 0 THE APPROVAL OF THE ENGINEER.
7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS
AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(a) OF THE
SPECIFICATIONS.
XVQOTASPHALT PAVEMENT WIDENING SPECIFICATION
EE
ROAD AND BR�GE STANDARDS
SHEET 1 OF 1 REVISION DATE FOR WIDENING SUBJECT TO TRAFFIC S15
303.02 VIRGINIA DEPARTMENT OF TWSPORTATION
COMMERCIAL ENTRANCE
PROFILE
1
I—
50' TAPER Jv
EXTEND EX. 12" RCP-_'_f_�
8'-12"0 RCP ® 2%
INV=743.70
RELOCATE STOP SIGN '
RELOCATE ROAD NAME SIGN
RELOCATE ARROW SIGN
I I
I
I I
I I
I
EDGE OF EXISING PAVEMENT
(AS DETERMINED IN FIELD)
}
M
I a -
z
I Z o_
V)
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� o
DE &LOPMENT SIGN w
R OCATE ARROW - - - - - - 0_
HUDSON HOLLOW ROAD
RTE. N0.636
A0_W0l;rmwoR ROAD--
0 o UNPOSTED SPEED LIMIT
+/ 2.100' TO ROUTE 277 _
CG -11 SIGHT DISTANCE=840'
MODERATE VOLUME 250' TO ADJACENT DRIVEWAY
COMMERCIAL ENTRANCE
x-12" WIDE WHITE STOP BAR
LIMITS OF MILL AND OVERLAY
/ StXET 9 FOR ENTRANCE IMPROVEMENT PLAN
4;� 2
a cr o
I �N
-7--
40 0 40
Scale in Feet
ENTRANCE IMPROVEMENT PLAN
SCALE: SHOWN
SHADING INDICATES LIMITS OF NEW PAVEMENT SECTION:
1 " OF SM -9.5
2" OF BM -25.0
- - ---6"-OF 21-B-- - -
TACK COAT THE PROPOSED
CONSTRUCTION JOINT EXISTING _ _
ASPHALT LAYERS PROPOSED ASPHALT LAYERS
- _ _ _ _ -- _EXISTING SUBBASE PROPOSED SUBBASE
-- T COMPACTED SUBGRADE
CONSTRUCTION JOINT DETAIL
REMOVE EXISTING ASPHALT LAYERS TO EXISTING SUBBASE AND REPLACE WITH PROPOSED ASPHALT WIDENING LAYERS
® PROPOSED MINIMUM 1 V INCH THICK ASPHALT SURFACE COURSE (SEE NOTE 5)
x MINIMUM 12 INCHES, OR GREATER AS NECESSARY TO ABUT THE FULL THICKNESS OF EXISTING ASPHALT LAYERS
AS DETERMINED BY CORES (SEE NOTE 3)
NOTES:
1. ASPHALT PAVEMENT WIDENING SHALL HAVE A PAVEMENT DESIGN IN ACCORDANCE WITH CURRENT VDOT PROCEDURES AND BE APPROVED BY THE ENGINEER.
2. THE PAVEMENT DESIGN FOR ASPHALT PAVEMENT WIDENING SHALL MEET OR EXCEED THE DEPTHS AND TYPES OF THE LAYERS OF EXISTING PAVEMENT.
SUBSURFACE DRAINAGE OF THE EXISTING AND PROPOSED PAVEMENT SHALL BE ADDRESSED IN THE PAVEMENT DESIGN,
3. A MINIMUM OF THREE CORES SHALL BE TAKEN ALONG THE CENTER OF THE ADJACENT TRAVEL LANE TO DETERMINE THE TYPE AND THICKNESS OF EXISTING
PAVEMENT LAYERS. THESE CORES SHALL BE SPACED NO MORE THAN 500 FEET APART.
4. THE ADJACENT TRAVEL LANE SHALL BE MILLED A MINIMUM DEPTH OF 1V INCHES AND REPLACED WITH AN ASPHALT SURFACE COURSE TO MATCH THE
PROPOSED PAVEMENT WIDENING SURFACE COURSE, UNLESS WAIVED 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.
OV
6. EXISTING PAVEMENT MARKINGS AND MARKERS WITHIN THE PROJECT LIMITS SHALL BET RESTORED SUBJECT 0 THE APPROVAL OF THE ENGINEER.
7. FINAL TRANSVERSE PAVEMENT TIE-IN SHALL CONFORM TO THE REQUIREMENTS OF SECTION 315.05(c) OF THE SPECIFICATIONS EXCEPT THAT ALL JOINTS
AT TIE-IN LOCATIONS SHALL BE TESTED USING A 10 FOOT STRAIGHTEDGE IN ACCORDANCE WITH THE REQUIREMENTS OF SECTION 315.07(a) OF THE
SPECIFICATIONS.
XVQOTASPHALT PAVEMENT WIDENING SPECIFICATION
EE
ROAD AND BR�GE STANDARDS
SHEET 1 OF 1 REVISION DATE FOR WIDENING SUBJECT TO TRAFFIC S15
303.02 VIRGINIA DEPARTMENT OF TWSPORTATION
COMMERCIAL ENTRANCE
PROFILE
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1/8/19
SHEET: 9/14
PEAK RUNOFF RATE TABULATION
EXISTING CONDITIONS-PREDEV
(HATCHED AREAS INDICATE IMPERVIOUS SURFACE)
DA1 DA2 DA3
1 YR cfs 0.17 0.34 0.12
DRAINAGE AREA 2 2YR cfs 0.40 0.84 0.33
DRAINAGE AREA 1 3.18 ACRES 10YR cfs 1.34 2.88 1.20 DRAINAGE AREA 3
I 2.29 ACRES 1.43 ACRES
Tc FLOW PATH=720' Tc FLOW PATH=562' Tc FLOW PATH=536'
IMPERVIOUS AREA=0.32 AC IMPERVIOUS AREA=0.52 AC IMPERVIOUS AREA=0.14 AC
TURF AREA=1.97 AC TURF AREA=2.66 AC TURF AREA=1.29 AC EX CtWN LINK
FENCE
e�I�/ 737 •--`_
t�•r D ^ ,yh /� v • w
^ _ �/ITVIR (Ff \-
WAE
Shed s ` ` I , ■ \ \ f \ ` \ '� `\'' \ - ) \ 7ZT4- \
-74,1
✓ / ` \ ®/ `738.
" 1
I-� a. \ / / r' / Pone! \
/ er
/ : r / --743- Meters
�� f €lac' Mete �Y
o \ ,� Pune! 1 \ / Elea. - A/C e / A/C t --o r - AG`tTrel ..
tistorage"'_
OE
_
`^ 2 Haunted - - ✓ Unit Paneh Unit / / �~
�. wv Elec. jMeter Mounte� \ Ex. ( hed /
Mettew` Elec. 1 C. Elec. j Shed 106-1
Elec. \ 1 / I Box Meier )4eters lac. 7 i I ; _ Leon -To _..� R E 1 Sty. '
/ W Meter Xx j / E Frame
f � ' J � ,•,! �,'/ ry ...,, � ��- Ex. � � ? Dwelling
f` AG Fuel t -' ` �� , Shed
Storage
l J Elec.� ilboiyes . \ `' Ex.
P 1
Ex � � r ) `�. Elec ~'"� ,! 1" Ped.�e a >- : C Grave �_ - -
1 t
f
Gr ! PBd C -7 / f _. . _ 74•'4- � � `4 '' � Masi -
��• � oval -
�
Ped S $8'Y1 w lI i�1.J6' ` = 1 - _ j f Ped.
k EX. i
♦ NN DRAINAGE DIVIDE
50' PR ACCES SMT. J� \ Ex. sroP
OB 931 PG f / � � Tc FLOW PATH � �
931 s�GN `I
EX. ROAD NAME SIGN /
Tc FLOW PATH ` ' Ex. ARROW SIGN) I
Tc FLOW PATH
/
50 0 50
09
kale in Feet ♦ ♦ l / /
I no
PRE DEV -SPOTS MOOD Type t! 244r 2 YR R'eudel't-2.88"
Prepared 6y Pan 9, P.L.C, Printed 1U725=17
it oCA[ 1000 15 I=
08A84 0 2016 HvdroC+tD Sotlware Solutions LLC EM s
Summary for Subcatcluviort is VAI
Runoff = 0.40 cfs @ 12-% hrs, Volume= 0.087 af, Depth - 0.35"
Runoff by SCS TR -20 method, UH -SCS. Wei d-GiV, Time Span= 5.00,20.00 hm, dt= 0.05 in
Type 11 244i 2 YR R9t1fs11 2 r
0.300
61 >75% Grass cover, Good. HSG 8
96 Unconnected paywinent, HSG B
14.85% impeivious
Area
0.340
83,339E Pervious Area
100.00% Uncorrected
Te Length
Mope
velocity capacity
Description
fry -in) {feet)
(fVR-)
ttth;ec) ccfst
Woods: Light underbrush rr-- 0.400 P2= 2.87"
27-0 100
0.0216
0.08
Sheet glow, SHEET' FLOW AB
Shallow Corttsrdated Flow, SHALLOW FLOW SC
cn
O
Woods: Light underbrush n= 0.400 P2= 2:87"
24.3 400
0.0030
0.21
Shallow Concentrated Flow, SHALLOW FLOW BC
80806
3:69
Shallow Concentrated Flow, SHALLOW FLOW CO
Woodland Kv- 5.0 fps
1.0 220
0.0613
3.71
6tatilow Concentrated Flow, SHALLOW FLOW CD
25.7
we
Taal
Grossed Waterway Kv=15.0 fos
47.3 720 Total
Surnmaryfor moment 2S: DA2
Runoff = 0.84 cfs o 12,28 hrs, Volume— 0.094 of. DepDb 0.3W
Runoff by SCS TR -20 melhod. UH=SCS, Welghled-CN, Time Span= 5.00-20.00 hm dl-- 0.06 las
Type 1124 -hr 2 YR Rainfall=2.88"
Ares (Sol CN Adl CDesortotim
2.650
0.5m
61 >75% Grass cover, Good. HSG 8
96 Unconnected paywinent, HSG B
3.180
67 64 Weighted Average, Ul Adjusted
2.850
83,339E Pervious Area
0,530
16.6794 impervious Area
0.530
100-00% Unconnected
Te Length
Slope Velocity Gspacity Description
22.0 100 0.0216 0,06 Street Flow, SHOUT FLOW AS
Woods: Light underbrush n= 0.400 R2= 2,87'
2.5 230 0.0108 1:56 Shallow Concentrated Flaw, SHALLOW CONC SC
Grassed Watowayr Kv=15,0 fps
1.2 232 0.0438 3.14 Shallow Concentrated Flow, SHALLOW FLOW CO
Gassed Waterway Kv=15,0 foo
25.7 562 TOW
Ruoff aexcon Ill NNI, Vdwfw= ilt. 010111, SSC`
iiKmoif by'ON Tl%b ilnid, U&SM � � SP1," L*" 1111%t� L" kill
` y" 11 � 2 Y7t 11rtf nw
0.9410 91.106 t Mals
Q1� 1WJ nth
f>x Lam am
&I mum 1 sulk w6manomad 1pl
1.0 oil GAM IM amsm"Wilaw,04;
DRAINAGE DIVIDE DRAINAGE DIVIDE
i
.._ ,
rw it Mir toVR1%
POW
sum"MytiW 1m" I* OM
Rlwair i a > vl ., CIY09L ave
t�raroiR lir � i14��if1Mllod.lJPWr � iris! � �14 d� ��:1f4
�# Ir 10 YR 1.1iF'
fe.3 400 %am ON
1.0 210 AMS SM
piaommy lair subsom"Maid 31k
PASO a 2M eke am am warwo MW or 01111111W `lam
RurdF br11 TR,lSClrf Ul l t39, liiils fir- SOMM bk dim SM h*
t
U M 090 I AW
12 zu cam &iw
Summary for Subcatchment 38: DA3
Runoff 1.20 cfa ® 12.22 hre, Volume= 0.107 of, Depths 0.W
Runoff by SCS TR 20 method, UH=S(S, W ekht9d-GN, Time Span= 5.00.20.0 in, dt= 0.05 hre
Type li 24 -hr 10 YR Rainfa1=4.1W
Te
(min;)
Length
fleet)
Slope
001
Velocity Capacity
ftttsw 1
Description
(de)
22.0
100
0.0216
0.08
Sheet Flaw,; SLIM FLOW AS
W
J
46 6L
WZ
M
7 n?
Woods: Light underbrush rr-- 0.400 P2= 2.87"
2-7
205
0.0073
1;28
Shallow Corttsrdated Flow, SHALLOW FLOW SC
cn
O
d
Grassed Watatway Kv= 15,0 fps
1.0
231
80806
3:69
Shallow Concentrated Flow, SHALLOW FLOW CO
C
LO
N
V1 j� 1
�■aa�
N C-4 N
Grassed Waterway Kv=1&0fps
25.7
we
Taal
J
LO@
u
1s'
INV
!NV dtli;,
1 (DAMAGED,
/ SUBDIVISION
12" RCP
INV lN=743.54
' l INV OUT=742.88
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SURVEY:
P -L
2'/5'
DRAWN BY: JOB NO.:
P -L
1511014
SCALE:
DATE:
SHOWN
10/24/17
SHEET:
1 1 / 1
�• �•
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19
VA- -
- \� � � � � `'-.-�. � ` � `'moi '� �,�, . " � � � ;,� �- � • �►
POST DEV-SPOTSMO Type 1124 -hr 2 YR Ratnf 211
POST DEV-SPOTSWOOD Type H 244V 10 YR Fiainlail4, fa"
Prepared by Painter -Lewis, P.L.C. Printed 114=17
Prepared by PaintekAwis, P.L.C. Printed 1102017
HvdroCA06 10 DO 15 sfi 08884 D 2015 HvdtaCAD Software Solutions LLC
titrdnaCAD®10.00.15 stn 08884 02015 WdMCAD Stdlwave Soludons LLC
Summary for SubcaWhment IS: DA1
Summary for Subcatchmont IS: DA9
Runoff = OAS de a 12.57 hm Volume= 0.473 of Depths 038"
Runoff 1.44 of& Q 12.51 fire, Volume= 0.169 af, Depths 0.99"
Staloff by SCS TR -20 inethad, UH=SCS,1Neighted-GN, Time Span= 6.00-20.00 hm dt= 0.05 tits
Runoff by SGS TR -20 method,. UH=SCS, Vint -CN, Time Spelt- 6.00-20.00 hrs, dt= 0.05 has
Type 1124 -hr 2 YR Rainfall -2.88"
Typo li 244ir 10 YR RainfaNa4.1ir
Area (w) CN Adi Desai t�M
Area (ac) CN Adi QgSdINM
1.780 61 >75% Grates cover, Good, HSG B
1.780" 61 >73% Grass cover, Good, HSG B
%= 98 Unconne(•ed roofs HSG`B
015V 98 uncorttter•ed rods, FISC B
2.290 70 65 Weighted Average, UI Adjusted
2.290 70 65 Average, UI Adjusted
1.760 76.86% Pervious Area
=hied
1.760 78.88% Pervious Area
0.5330 23.14% Impervious Area
O.Sw 23.14% impervious Ara
0.530 100.00% Uncannedeed
0.530 100,00% Unconnected
To Length Slope Velocity Capacity Description n
Te Lengtlt Slope Velocity Capacity Description
(min) (teat) (ftlft) 111010c) (ds)
Amin) -LetL_ (IM (fV$W) (cfs)
22.0 100 0.0216 0.08 Sheet Flow, SHEET FLOW AS
22.0 100 0.0216 0.08 Sheet Floor, SHEET FLOW AB
Woods: Light underbrush m0..400 P2= 2.8r
Mods: Light underbrush t'►= 0.400 P2= 2.87"
24.3 400 0.0030 0.27 Shallow Concentrated Floor, SHALLOW FLOW SC
24.3 400 0.0030 0.27 Shallow Concentrated Flaw, SHALLOW FLOW SC
Woodland K%- 5.0 fps
Woodland Kv- 5.0 fps
1.0 220 0.0513 $.71 Shallow Concentrated Flow, SHALLOW FLOW CD
1.0 220 0.0813 3.71 ShallowConcontle Flow, SHALLOW FLOW CD
Grassed Waterway Kv=15.0 fps
Grassed WatenMa� Kv=15.0 UR
47.3 720 Total
41.3 720 Total
:.
awwwyf4wswxmwhmmltm DM
Summary kw Subcstdmient 25: DA2
nuaw I." db 0 111$4 hoc MANOP 93" at 01011P &W
Runoff 3,52 QCs a 12.21 tits, VWumem 0.297 af, Depth, 1;12"
!heronffi1S Tl llt4009L �I.ZM UPOW l J*qX l hMdl. &W hr■:
tl $
Rwofi by SCS TR -20 method, UH --SCS, Weighted -CN, Thee Sperw 5.00-20.00 hrs, On 0.05 bra
Type lI 244v 10 YR RalnWoMW
'to LOW 11•X* C111111111111V 0141104M
wacd6 , 1111 1rne , nE t> c1 Mr- x r
25 210 4m Se �
Is.s•edli•ielt siLq xmcom'w
0111 ■i d Ml�lt�F it ' uta
11OLOOM 314 UMIkWG rQdl bVbdl9aa4 t•MIM
�easat 11Y�eEe■tr �:114iae
2LT I TOM
ilolr
ttunatf IlM llsih VWurnr• 90111111, 0111pfflp Wr
londf tiff 9CS Ttih�Ganlltlledr � yvrgjtleea Ttesl $parr iit,SD�Ipil6lDlra, tdt■ Q.a61•r
1� r S11,1tr rl" YfR
LM =1111%haporwkwArm
OX0 UOAM M wal•Qud
t* F
Me Uod wtdarfitAK rtr L4W M* Z&r
agm lit tilbdkw lOi%SNAU MI1F1,1SM
t3nvow vA" , sS KW IS4 40
12 nt lima• • t'o111aoliadvimmuL Dl PLM
Tc
(min)
Length
(feet)
Slope
alma
velocity
fftlsac�
Capacity Description
(ds)
22.0
100
MOM
0.08
Shsst Flow, SHEET FLOW AS
inpkc oat•
Woods: Light underbrush rw OAW P2= 2.8r
27
205 0.0073
Wo odrs: Light underbrush n=0.400 P2= 28r
2.5
230
0.0108
1.56
15hallow Concontrol d Flow, SHALLOW CONN BC
1.0
231 0.0806
389
Shallow Concentnrtsd Fluor. SHALLOW FLOW CD
Grasesd Wasenwy Kv=15.0 fps
1.2
232
0;0439
3.14
Shallow Conceronted Flow, SHALLOW FLOW CD
Critical Depth
0.02 ft
Critical Slope 0-045410
tuft
Grassed Watery Kv= 15.0 fos
26.7 662 TOW)
Summary for SubcaCchment 3S: OM
Runoff 1.39 cis Q 12.22 his, Villurte 0.120 ad, Depths 1.00`
Rtmoff by SCS TR -20 me0t4d, UHgSGS; Weigtlad-GN, Time SpaAr 6.00.2D.W hrs. dtm 0.05 his
Type It 244v 10 YR-Rainiel1-4.18"
Area NO CN
1.110 61 >75% Gran cover, Good, HSG S
8.330 98 Uretecled roofs. HSG B
1.430 69 65 Wetghtsd Average, Ul Adiustied
1.110 77.62% Pervious Area
0.320 22.38% hilpervicus Area
0.320 100.00% Unconnected
To Length slope Velocity Capacity Description
- (min)
(feet) (ltlfta
("W)
(of$)
22.0
100 0.0216
0,08
Sheat Flaw, SHM FLOW AS
Salve For
Channel Depth
inpkc oat•
Woods: Light underbrush rw OAW P2= 2.8r
27
205 0.0073
1.26
shallow 'CmtgrMnrfsdFlow,SHALLOW FLOW SC
s000m Vtreiti+
24,00 ft
Discharge
Grassed Waterway Kim 15.0 fps
1.0
231 0.0806
389
Shallow Concentnrtsd Fluor. SHALLOW FLOW CD
Flow Ares
0.3 ft'
Wooed Peft,
Grassed Waterwav Kv=15.0 foe
25.7 530 Total
t /
/1100' -
DRAINAGE DIVIDE '
1 - /
B 80
BV
/
STORMWATER MANAGEMENT NARRATIVE
DRAINAGE AREA C
1.43 ACRES
Tc FLOW PATH=536'
IMPERVIOUS AREA=0.32 AC
TURF AREA=1.11 AC
i i !
EX. CHAIN LINK
D
- L T7 �.4
/ pp
� J
k\ 73TN
e7
/ Z '--,.38
I l 4
-
-
I Leon -T~ _ 106-1
L . Ex. 1' Sty. i I
Frame
Ex. Dwe ing i
Shed _moi Wt
i Ex.
C ' ` Grovel j `�
w,
Ped.
IN S2!2.04
(DAMAGED)
SUB MSION SIGN
EX. STOP SIGN _-I
EX. ROAD NAME SIGN / 12" RCP
EX. ARROW SIGN ✓� IWOUT8743,54
Tc FLOW PATH INV '
I/
i
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t
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DA1 SHEET FLOW CALCULATION m
WorksheetforRectangular Channel'
Protea Descrioden
trrbrerael
worksheet
DAI LEVEL SPF
Flow Element
Rectangular Chs
Method
Manning's Form,
Salve For
Channel Depth
inpkc oat•
nsN"111•stirM•k
Manning$ ra•nx
0.030
Channel Slope
330DOO IM
s000m Vtreiti+
24,00 ft
Discharge
0.43 cts
Result
FlexA■ar
Dept
0.01 ft
Flow Ares
0.3 ft'
Wooed Peft,
24.D3 ft
Top Wdth
2040 ft
Critical Depth
0.02 ft
Critical Slope 0-045410
tuft
Velocity
1112 fl!A
VetocfHead
0.04 fl
Spectlic Eneq
0.05 ft
Fmude Numb
2,48
Flow Type iuperrsitk al
Cross Section
Cross Section for Rectangular Channel
0.0) ft
�_....20-00fl
QM SH JET FLM CALCUrATMU
•odt Re P In aid" tChannw
CPM 8eetlon
�+'e0■M l�ttMt 1� �iil'k•1flltttD�
D" T At CN0AAyrM
V for u1■r M:hilttitr
trrbrerael
� LPIiEt. 8Pf
FSeNil�nt
Few eleerr.d
Moto
ttisreinWa FMTO
801se Far
c uum io
V4" t»
11"ollie
nsN"111•stirM•k
'0.l1'il•
Waw maw
now"
P41Xrp10W
410 ft
'
1:9'1 40
ROOM
onflik
#,tali'•
FlexA■ar
A.7 r
Isill M! Peft
41.•• fi
TarPAW
42W it
affillth
A* ft
illblia
aOCM
volow
1AA
4Vlaofy Head
am R
4 F
W? 8
110611tilirrm
286
1�7gpe owsmaw
_
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D" T At CN0AAyrM
V for u1■r M:hilttitr
S OF FLOW
Cttois ftmon 1W a oni'•itmtti(lii
Water Quantity
This site is linear. Runoff discharges onto Sherando Park property in the form of sheet flow. The proposed road will be constructed such that a level area will be located at
the anticipated point of discharge for each of the three identifiable drainage areas. The Peak Runoff Rate Tabulation on this sheet shows the calculated Q Velocity for each of
the three drainage areas. Supporting calculations are also shown on this sheet for Rectangular Channels. There are no defined drainage channels which receive runoff directly
from the site. Due to Hydrologic Soils Group "B" site soils and no change to the time of concentration due to construction, there is only a small increase that can be
calculated in the Post Development condition when compared to the Pre Development condition. These differences are tabulated and shown on this sheet along with supporting
calculations for the Post Development conditions. Since there are no offsite receiving channels to analyze, and since runoff from the site will be maintained as sheet flow,
Section 9VAC25-870-66.D will be adhered to in order to address water quantity requirements.
"D. Increased volumes of sheet flow resulting from pervious or disconnected impervious areas, or from physical spreading of concentrated flow through level spreaders, must be
identified and evaluated for potential impacts on down -gradient properties or resources. Increased volumes of sheet flow that will cause or contribute to erosion, sedimentation,
or flooding of down gradient properties or resources shall be diverted to a stormwater management facility or a stormwater conveyance system that conveys the runoff without
causing down -gradient erosion, sedimentation, or flooding. If all runoff from the site is sheet flow and the conditions of this subsection are 'met, no further water quantity
controls are required."
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S OF FLOW
Cttois ftmon 1W a oni'•itmtti(lii
Water Quantity
This site is linear. Runoff discharges onto Sherando Park property in the form of sheet flow. The proposed road will be constructed such that a level area will be located at
the anticipated point of discharge for each of the three identifiable drainage areas. The Peak Runoff Rate Tabulation on this sheet shows the calculated Q Velocity for each of
the three drainage areas. Supporting calculations are also shown on this sheet for Rectangular Channels. There are no defined drainage channels which receive runoff directly
from the site. Due to Hydrologic Soils Group "B" site soils and no change to the time of concentration due to construction, there is only a small increase that can be
calculated in the Post Development condition when compared to the Pre Development condition. These differences are tabulated and shown on this sheet along with supporting
calculations for the Post Development conditions. Since there are no offsite receiving channels to analyze, and since runoff from the site will be maintained as sheet flow,
Section 9VAC25-870-66.D will be adhered to in order to address water quantity requirements.
"D. Increased volumes of sheet flow resulting from pervious or disconnected impervious areas, or from physical spreading of concentrated flow through level spreaders, must be
identified and evaluated for potential impacts on down -gradient properties or resources. Increased volumes of sheet flow that will cause or contribute to erosion, sedimentation,
or flooding of down gradient properties or resources shall be diverted to a stormwater management facility or a stormwater conveyance system that conveys the runoff without
causing down -gradient erosion, sedimentation, or flooding. If all runoff from the site is sheet flow and the conditions of this subsection are 'met, no further water quantity
controls are required."
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SCALE:
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U.LIMITS OF CLEARING GRADINGto3 I�a
,i =7 7":Shed r ; ! % M
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v ik / a� / ; 0 1 Fiome ( b L Frame C Fiome
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w t I o I r 1 Qwellt'np,.__I L� !+elfin JJ } I j Shed
AG Fuel =o=o im r `: o i } �r Lr
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=�I - umster !NV IN=742.0
4
Wall
INV OUT=742.83
N LAND COVER AREAS ^ jr mm' � � � (DAMAGED)
50' PRIVATE ACCESS ESMT. EXISTING -PRE DEV SUBDMSION SIGN
DB 931 PG 1480 TOTAL DISTURBED AREA=2.18 ACRES Ex. sroP SIGN
TURF AREA=2.1 1 ACRES Ex. ROAD ROW SlIGG�Nl % t2" RCP
r' INV 1N=743.54
1W OUT- 742.88
IMPERVIOUS AREA=0.07 ACRES(HATCHED AREAS) '
50 0 50 /
PRE DEVELOPMENT LAND COVER AREA MAP
SCALE. 1 -20
Scale in Feet �
}
DL CHAIN LINK
FENCE
LIMITS OF CLEARING
& GRADING4, Ngto h N 737_
4
Ex.�v 1 ��--7--34-,
7
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N w LAND COVER AREAS ^ ^°
50' PRIVATE ACCESS ESMT. PROPOSED CONDITIONS -POST DEV
DB 931 PG 1480 TOTAL DISTURBED AREA=2.18 ACRES
TURF AREA=1.23 ACRES
IMPERVIOUS AREA=0.95 ACRES(HATCHED AREAS)
TOTAL AREA IN ROOF70PS=0.341 ACRES
POST DEVELOPMENT LAND COVER AREA MAP
50 0 50 SCALE: 1 "=20'
Scale in Feet
STORMWATER MANAGEMENT NARRATIVE
Water Quality
osdr
I
15" CMP .
This site is linear. Runoff discharges onto Sherando Park
property in the form of sheet flow. There are no defined
drainage channels on the site and no logical locations for
the collection
and treatment of
stormwater. A credit of 0.34
pounds/year can be derived from "Rooftop Disconnect to
B Soils". The
area of roofs include the 12 new mobile homes
and the pavilion. In lieu of treatment systems, the ;owner
will purchase
nutrient credits to
offset other water quality
impacts. The worksheet shows that the total P removal requirement
is
1.35 pounds/year.
An availability letter from the
Virginia Nutrient Bank shows that 1.69 pounds have been
reserved for
purchase. The final
purchase amount will be
determined after review by Frederick County.
D.A. O
DA. E
AREA CHECK
Mair J4r"-ii.
el�,t,.+�w+ti,�A Lr�ir.a�HR tv
'7* TAPER
8' -
EX. STOP
LOCATE R
REMCA,� '
REOOAABB�` N
RELOCATE ARROW SIGN
eaoara �,.a:a4�Mn e. ta: E�ao s,.nh: h, �ri3
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2" WIDE WHITE &#DMS10N SIGN AM10"ONCRILL AND OVERLAY
o
INV /N=743.54
6
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LOCATE R
REMCA,� '
REOOAABB�` N
RELOCATE ARROW SIGN
eaoara �,.a:a4�Mn e. ta: E�ao s,.nh: h, �ri3
taR.,.� .<ws{�.e� N•...y. �.,� 4+rw,e.x w,.�Rr. i.,.
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Site Results (Water Quality
P
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Area Checks DA. A
DA B
,h
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Area Checks DA. A
DA B
D.A c
D.A. O
DA. E
AREA CHECK
FORESTIOPEN SPACE (at) `+' DAD
090
"OO6
0.96
:°O -0Q"
ON.
IMPERMus COVER I-)
FBF FitY.:vl pYa +14e3.>w4CVNtaree
t
9.00
0.*JO
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DAPERVRNb CCNER TREATED(- ^� F>�i
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MANAGaEDTURF AREA( :';. Y23.
09D"
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OIL.
MANAGEDTIRF AREA TREATED {atj =, F "tldiDa' ' . "
496"
04714
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�.� �;=¢.00
OIL
AREA O4EC( OIL
OR.
OIL
Or.
Or.
Site Treatment Volume (ft'{
Runoff Reduction vokune and TP By Drainage Area
QA. A
DAB
D.A. c
DAD
DA. E I
TOTAL
RUNOFF REDUCTUN VOLUME AOOEVED (its)
0
7P LOAD AVAILABLE FOR REMOVAL (b[yr) '77' 7-
490
099
0o0
TPLOADREDUCr1ONAWEVED (b/yr -', ,,p +(:
DAD `-
DOD:,
' DOD
°>;0W ,;
IE'Ir. ,• -
TPLOAD REMNMNG (b/rl •'^ r"" .
"CLOD
",40D
NnTR06EN LOAD REWLTDN A011EV@ (bJW) x:.'=K, •OW 'h'
.. 'U.OD"
0:00
�•`iLOO ••
;•7».06:,=, ,
TOW Phosphors
RNAL POST-DEVEIOPMENTTP LOAD (b/,,
1 TP LOAD REDt1.nON REgU4RED
TPIDAOREDUCrKM ACHIEVED (blrj 4
TP LOAD REMNMWOb/ye
REMXMNG TP LOAD REDUCTION REQUIRED Qb/v,} 135
Tom Nitrogen (Far InfamTaBDn Purposes)
' POST4WALOPMENTLOAD (b/yrj `rs
I MTROCENIOADREDUCTIONAOREVED ib/Wj
REHWlr1r00POST4)EVELOPMENTMTROGENLOAD(Ib/yrJ
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iA?A
- F-VIRGNIA
NUTRIENT BANK
P.O. Box 142 Penn Laird, VA 22846 . (540) 908-1679 • www.Viririni�NutrientBank.con7
November 1, 2017
John Lewis
Painter -Lewis, PLC.
817 Cedar Creek Grade, Suite 120
Winchester, VA 22601
Re: Nutrient Credit Availability - Spotswood Mobile Home Park - Frederick County
Mr. Lewis,
The Virginia Nutrient Bank (VNB) is pleased to reserve approximately 1.69 pounds per year of
phosphorus offsets (nutrient credits) for the site plan at 106 Spotswood Court, located in the County of
Frederick VA.
VNB has approval from the Virginia Department of Environmental Quality (VDEQ) for Nonpoint Source
Offset Generation Certification. VNB is approved to transfer nutrient credits in accordance with the
Chesapeake Bay Watershed Nutrient Credit Exchange Program (VA Code 62.1-44.19:14 et seq). These
offsets are also transferable in accordance with the Virginia stormwater offset program (VA Code 62.1-
44.15:35) and the Virginia Soil and Water Conservation Board's Guidance Document on Stormwater
Nonpoint Nutirent Offsets approved on July 23, 2009, to those regulator entities qualifying for nutrient
offsets.
VNB manages the Berryville Nutrient Bank located in Clarke County that will generate 46.13 pounds of
phosphorus reduction and 613.37 pounds of nitrogen reduction per year. VNB as of the date of this
letter has capacity at the Berryville Nutrient Bank site, pending an imminent letter from DEQ. Upon final
approval and closing, VNB will retire 1.69 pounds of phosphorus credits in accordance with the Nutrient
Offset Certification regulations.
Respectfully,
Virginia Nutrient Bank, LLC
400,4�. X"K
Nathan W. Blackwell, PE
Manager 540-908-1679
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C. EWIS a
No. 021621
ZONAL _
SURVEY:
C. I.:
P -L
2'/5'
DRAWN BY:
JOB NO.:
P -L
1511014
SCALE:
DATE:
SHOWN
10/24/17
SHEET:
13/14
NOTE:
CONTRACTOR TO REGRADE, SOD OR
HYDROSEED AND STRAW MULCH ALL
AREAS DISTURBED AS A RESULT
OF THEIR WORK.
(2) UPRIGHT STAKES TO BE USED ON
TREES UP TO 12' HGT. LARGER TREES
TO BE GUYED.
TREE WRAP MAIN TRUNK
RUBBER HOSE
2"x2" HARDWOOD GUY STAKE —
2 PER TREE
12 GAUGE GALVANIZED
WIRE—DOUBLE STRAND TWISTED
4" MULCH
3" SAUCER AROUND TREE
EXISTING GRADE
E161IWIEI
COMPACTED MOUND TO PREVENT
TREE FROM SETTLING — 6" MIN. HGT.
UPRIGHT STAKES EXTENDED
FIRM BEARING
REMOVE TOP 1/3 OF ALL BURLAP
ROPE FROM ROOT BALL.
TREE PLANTING
SECTION
NOTE:
PLANT SPACING VARIES—(SEE PLANS)—
PRUNE ALL BROKEN, DISEASED, AND
WEAK BRANCHES.
ALL SHRUB BEDS TO BE COMPLETELY:
EXCAVATED OF ALL EXISTING SOIL
TO REQUIRED DEPTH AND BACKFILLED
W/ REQUIRED SOIL MIX. _
MULCH TO BE 3" DEPTH
COMPLETELY REMOVE ALL
STRINGS, RIBBONS, AND
TAGS FROM PLANT.
REMOVE TOP 1/3 OF ALL
BURLAP FABRIC AROUND
ROOT BALL.
SCARIFY ROOTS ON POT
-r
BOUND PLANTS.
COMPACT SOIL TO 85% AT OPTIMUM MOISTURE CONTENT
SHRUB PLANTING BED
SECTION
t
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i
40 0 40
Scale in Feet
LANDSCAPE NOTES CALCULATIONS
1. Common Area Landscaping: per 165-403.04(B)
Open areas are shown on the plan. The existing tree canopy will be preserved.
2. Ornamental Landscaping:
Similar to Lot Type G. H. and I: Ornamental Shrubs, 2 per unit
Total Number of Units: 12
Ornamental Shrubs Provided: 24
Ornamental Trees, 1 per unit
Ornamental Trees Provided: 12
3. Zoning District Buffers:
MH1 against RA: No Buffer Required.
4. All planting shall conform with Section 165-203.01B of the Frederick County Zoning Ordinance. Any plant substitutions must be
approved in writing by the Frederick County Planning Department.
5. No trees or shrubs shall be placed on Frederick Water easements.
PLANT LIST
KEY
LANDSCAPE INSTALLATION:
1. Confirm the locations of any utilities above or below ground prior to commencing work. Contact the Landscape
BOTANICAL NAME
Architect in the event that utilities or any other structure conflicts with the layout shown on the plan.
—r
2. Verify the quantities shown on the plant list with totals indicated on the plan. Contact the Landscape Architect in
'
the event that discrepancies exist. Supply unit prices to the Owner at time of bidding.
12
3. All materials are subject to approval by the Owner or Owner's representative. Provide the Owner with a tag from
Downy Serviceberry
each plant species and a list of the plant suppliers. Where any requirements are omitted from the Plant List, use
+ f
plants which meet the normal requirements for the variety according to the American Association of Nurserymen.
PJ
4. Plants shall be sound, healthy, vigorous, well branched, free of disease, insect eggs and larvae, and shall have
3)
adequate root systems.
i
5. Sizes specified in the Plant List are minimum sizes against which the plants will be judged. Failure to meet
I =
minimum size on any plant will result in rejection of that plant.
O
6. Groups of shrubs shall be placed in a continuous mulched bed with smooth, continuous edges as shown on the
H
plan. All mulched beds shall be curvilinear in shape following the contour of the plant mass. Apply a minimum of 3
CL O
inches of mulch uniformly over beds. Trees located within four feet of any shrub bed shall share the same bed.
Grade finished planting beds so as not to impede surface drainage.
0 0
7. Locate trees a minimum of 3 feet from walls or walks, if possible.
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8. Stake and guy all trees according with standard practice and/or the suppliers recommendations. At a minimum,
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all deciduous trees shall be double—guyed with 72" hardwood stakes driven firmly into the ground. Secure tree to
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stakes with #9 galvanized wire guys with rubber hose connections. Stakes shall be 2" x 2" x 72".
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9. Use shredded hardwood bark mulch in all planting beds.
10. Remove all tags, twine and containers from installed plants. Roll back burlap one third on all B&B plants.
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11. Plant substitutions are permitted with consent from the Landscape Architect and Frederick County.
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12. Prepare the soil in all bedding areas by mixing into the top six inches of soil one cubic yard of manure, peat
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and 10-6-4 granular fertilizer per 100 square feet of area. Remove any turf, weeds or other vegetation completely
prior to installation.
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13. Plant all materials in their appropriate season. The Contractor shall guarantee all plant materials and
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workmanship for a period of one year from time of installation.
14. All existing plant materials shall remain unless otherwise noted on the Site Plan.
15. No trees or shrubs shall be placed on FCSA easements.
PLANT LIST
KEY
QTY.
BOTANICAL NAME
COMMON NAME
SIZE
SPACING
REMARKS
AA
12
Amelanchier arborea
Downy Serviceberry
2" cal,
see plans
Shade
PJ
24
Pieris japonica
Japanese pieris
36" height
see plans
Shrub
ALL SIZES INDICATE PLANT HEIGHT AT TIME OF PLANTING
AREA TABLE
AREA
SQ. FT.
ACRES
NEW MOBILE HOME LOTS
51,506
1.1824
NEW ROAD R.O.W.
29,414
0.6752
TOTAL GREEN SPACE
39,121
0.8981
REMAINDER
125,416
2.879
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TOTAL
245,457
5.6348
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