HomeMy WebLinkAbout18-04 Shockey Precast Building - Office Building Addition - Stonewall - Backfile (2)GENERAL NOTES
MOT GENERAL NOTES
LECEND
VICINITY MAP scALE 1 "= 2000'
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i. Methods and materials used in the construction of the improvements herein shall conform to the current
County construction standards and specifications and/or current VDOT standards and specifications.
2. Measures to control erosion and siltation, including detention ponds serving as silt basins during construction,
must be provided prior to issuance of the site development permit. The approval of these plans in no way
relieves the developer or his agent of the responsibilities contained in the Virginia Erosion and Sediment
Control Handbook.
3. A permit must be obtained from the Office of the Resident Engineer, Virginia Department of Transportation
(VDOT) and Frederick County prior to construction in existing State right-of-way.
4. Approval of this plan does not guarantee issuance of an entrance permit by VDOT when such permit is
required under State law.
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5. The exact location of all guard rails will be determined by VDOT personnel. "A joint inspection will be held
with the Developer, County Representatives, and Representatives of the Virginia Department of Transportation
(VDOT) to determine if and where guard rail and/of paved ditches will be needed. The developer will be
responsible for providing guardrail and paved ditches as determined b this joint inspection." Refer to
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Virginia Department of Transportation VDOT Guard Rail and Paved Ditch Specifications.
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6. An approved set of plans and all applicable permits must be available at the construction site. Also, a
representative of the developer must be available at all times.
7. Warning signs, markers, barricades or flagmen should be in accordance with the Manual on Uniform Traffic
Control Devices (MUTCD).
8. All unsuitable material shall be removed from the construction limits of the roadway before placing
embankment.
9. All pavement sections on the approved plans are based on a minimum CBR value of 6. CBR values less
than 6 will require revised pavement section prepared by Greenway Engineering and approved by tie owner.
10. All roadside ditches at grades of more than 5% shall be paved with cement concrete to the limits indicated
on the plans and as required at the field inspection.
Vl. All work on this project shall conform to the latest editions of the Virginia Department of
Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and
Sediment Control Regulations and any other state, federal or local regulations applicable. In the
event of conflict between any of these standards, specifications or plans, the most stringent shall be
govern.
V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and
Health Administration and VOSHI Rules and Regulations.
V3. When working on VDOT right-of-way, all traffic control, whether permanent or temporary, shall
be in accordance with the current edition of VDOT's work area protection manual. Furthermore, all
traffic control flaggers must be certified in accordance with the latest edition of the VDOT Road and
Bridge Specifications, Section 104.04-C.
V4. The developer shall be respionsible for relocating, at his expense, any and all utilities, including
traffic signal poles, junction boxes, controllers, etc. owned by VDOT or private utility company. It is
the sole responsibility of the developer to locate and identify utility facilities or items, which may
be in conflict with the proposed construction activity. VDOT approval of these plans does not
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relieve the developer of this responsibility.
V5. Design features relating to field construction, regulations, and control or safety of traffic may
be subject to change as deemed necessary by VDOT. Any additional expense incurred as a result of
any field revision will be the responsibility of the developer.
V6. Prior to initiation of work, the contractor shall be responsible for acquiring all necessary VDOT
land use permits for any work on VDOT right-of-way.
V7. If required by the local VDOT Residency Office, a pre -construction conference must be arranged
and held by the engineer and/or developer with the attendance of the contractor, various County
agencies, utility companies and VDOT prior to initiation of work.
V8. The contractor shall notify the local VDOT Residency Office when work is to begin or cease for
any undetermined length of time. VDOT will also require 48 hours notice for any inspection.
EXISTING INTERMEDIATE CONTOUR--,33
EXISTING INDEX CONTOUR 330
40
❑ PROPOSED CONTOUR
EXISTING EDGE OF PAVEMENT EX E/P
PROP E/P
PROPOSED EDGE OF PAVEMENT
EX C&G
EXISTING CURB AND GUTTER
PROP C&G
PROPOSED CURB AND GUTTER
CG-6 0 CG-6R
TRANSITION FROM CG-6 TO CG-6R
EXISTING TELEPHONE LINE_..____.____.._._.__..._......._..._...:.i..__....._.._._...._._...__.............._.__..__..._.......__._.
PROPOSED TELEPHONE LINE T T
EXISTING STORM SEWER -�X• 15 RCP
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PROP. 15 RCP
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PROPOSED STORM SEWER
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER
EXISTING ELECTRIC SERVICE
PROPOSED ELECTRIC SERVICE
EXISTING GAS LINE G
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SHEET INDEX
COVER SHEET SHEET I
EROSION SEDIMENT CONTROL- PHASE I DETAILS SHEET 2
EROSION SEDIMENT CONTROL- PHASEII d MISC. DETAILS SHEET 3
SITE PLAti-I SHEET 4
LANDSCAPING PLAN SHEET 5
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11. All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The pipe shall
be minimum 6" diameter and conform to VDOT standard SB-1.
V9. The contractor will be responsible for maintaining adequate access to the project from the
adjacent public roadway through construction and maintenance of a construction entrance in
accordance with the Virginia Erosion and Sediment Control Handbook, Section 3.02. Furthermore,
PROPOSED GAS LINE
PROPERTY LINE
12. Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than
one litter receptacle shall be provided at the construction site.
13. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment prior to
entering public streets, and it is the contractors responsibility to clean streets, allay dust, and to take
whatever measures are necessary to insure that the streets are maintained in a clean, mud and dust free
condition at all times.
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14. Notification shall be given to the appropriate utilit con an prior to construction of water and/or sanitary
sewer lines. Information should also be obtained from the appropriate authority concerning permits, cut
sheets, and connections to existing lines.
15. All sanitary sewers and water mains and appurtenances shall be constructed in accordance with the current
standards and specifications of Frederick County and/or the Frederick County Public Service Authority.
16. The location of existing utilities shown in these plans are taken from existing records. It shall be E:he
contractors responsibility to verify the exact horizontal and vertical location of all existing utilities as needed
prior to construction. The contractor shall inform the engineer of any conflicts arising from his existing
utility verification and the proposed construction.
17. The developer will be responsible for any damage to the existing streets and utilities which occurs as a
result of his construction project within or contiguous to the existing right-of-way.
18. When grading is proposed within easements of utilities, letters of permission from all involved companies
must be provided to Frederick County Public Service Authority prior to issuance of grading and/or site
development permits.
19. The developer will be responsible for the relocation of any utilities which is required as a result of his
project. The relocation should be done prior to construction.
20. These laps identify the location of all known
P y gravesites. Gravesites shown on this plan will be protected
in accordance with state law. In the event gravesites are discovered during construction, the oYine.,' and
access to other properties affected by this project shall be maintained through construction. The
Developer shall have, within the limits of the project, an employee certified by the Department of
Conservation and Recreation in Erosion and Sediment Control who shall inspect erosion and siltation
control devices and measures for proper installation and deficiencies immediately after each rainfall,
at lest daily during prolonged rainfall, and weekly when no rainfall event occurs.
V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and
at the end of construction.
Vll. All water and sewer lines within existing or proposed VDOT right-of-way are to have minimum
36" cover and, when possible, to be installed under roadway drainage facilities.
V12. Any unusual subsurface conditions encountered during the course of construction shall be
immediately brought to the attention of the engineer and VDOT. Work shall cease in that vicinity
until an adequate design can be determined by the engineer and approved by VDOT.
V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT
representative prior to placement and fill. Where CBR testing is required, a VDOT representative
shall be present to insure the sample obtained is representative of the location. When soil samples
are submitted to private laboratories for testing, the samples shall be clearly identified and labeled
as belonging to a project which. will be accepted by VDOT and that testing shall be conducted
according to all applicable VDOT standards.
V14. All roadway fill, base, subsurface material and backfill of utility/storm sewer trencY�•rs shall be
compacted in 6" lifts to 95% of theoretical maximum density as determined by AASHTO T-99 Method
A, within plus or minus 2% of optimum moisture for the full width of any dedicated street
right-of-way. At the direction of VDOT Inspector, density tests performed by a qualified
independent agency shall be conducted as required in the VDOT Road and Bridge Specifications. A
copy of all tests shall be submitted to VDOT prior to final VDOT approval.
V15. VDOT Standard CD and UD under -drains shall be installed where indicated on these plaris aild
further where determined necessary by VDOT Inspector.
FLOW LINE
FENCELINE�-
EXISTING POWER POLE Q
EXISTING TELEPHONE POLE
A i
EXISTING WATERLINE W/ TEE ��--� --4°
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PROPOSED WATERLINE W/ TEE '# # � ,
PROPOSED FIRE HYDRANT
EXISTING WATER VALVE
PROPOSED WATER METER ®
EXISTING REDUCER �;p:,,�.,.�...
PROPOSED REDUCER
-�-
STOP SIGN
VEHICLES PER DAY COUNT 100
PROPOSED STREET NAME SIGN _�ll� __
-T-"
PROPOSED SANITARY LATERAL CLEANOUT
SANITARY MANHOLE IDENTIFIER 12
STORM DRAIN STRUCTURE IDENTIFIER 6
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EROJECT INFORMATION
PARCEL IDENTIFICATION NO. 54-((A))-13
STREET ADDRESS: STINE LANE
TOTAL PROJECT AREA: 54-((A))-13 = 4.01194 AC
54-((A))-15 = 32.5515 AC
DISTURBED AREA: 54-((A))-13 = 0.97 AC
54-((A))-15 = 1.72 AC
TOTAL DISTURBED AREA: 2:69 AC
CURRENT ZONING: M2
CURRENT USE: 54-((A))-13: WAREHOUSE
PROPOSED USE: OFFICE BUILDING ADDITION
SETBACKS: REQUIRED PROVIDE
FRONT 75' 75'
REAR 25' 25'
SIDE 25' 25'
MAXIMUM HEIGHT: 60. 60' OR LESS THAN
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T.ANDSCAPE CALCULATIONS
PERIMETER PARKING REQUIRED PROVIDED
MIN. 1 SHADE TREE FOR EVERY
2000 FEET OF IMPERVIOUS AREA PARKING = 36,760.5 S.F.
36,760.5 S.F./2000 = 19 TREES 26 TREES
INTERIOR PARKING
MIN. 1 SHADE TREE
PER 10 SPACES 66/10 = 7 TREES
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engineer must be notified immediately.
21. The contractor is to verify field conditions prior to and during construction and notify Greenway Engineering
at (540) 662-4185 immediately of any discrepancies between actual field conditions and the approved plan.
22. Controlled fills shall be compacted to 95% of maximum density as determined by method "A" per standard
proctor AASHTO-T99, ASTM-D698, or VTM-1 as applicable. Density shall be certified by a registered
professional engineer and results submitted to Frederick Count prior to pavement construction. If a
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geotechnical report has been prepared, it should supersede the requirements in this note.
23. Contractors shall notify operators who maintain underground utility lines in the area of proposed excavating
or blasting at least two (2) working days, but not more than ten (10) working days, prior to commencement
of excavation or demolition. Names and telephone numbers of the and operators underground utility lines
V16. The installation of any entrances and mailboxes within any dedicated street right-of-way shall
meet VDOT minimum design standards and is the responsibility of the developer.
V17. Prior to acceptance by VDOT of any streets, any required street signage and/or pavement
markings must be installed by the developer or at VDOT's discretion, by VDOT on an account
receivable basis. Stop signs shall be thirty (30) inches tall with high intensity sheeting. The
bottom of the sin shall be six 6 feet above the edge of pavement and the post shall be installed
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a minimum of four (4) feet from the edge of pavement. Sign posts shall be of a type found on
VDOT's approved list. A copy of this list may be obtained from the District Material Section.
Contact the local VDOT Residency Office with any questions regarding sign material and placement.
V18. The developer must provide to the local VDOT office a list of all material sources prior to
construction. Copies of all invoices for materials within any dedicated street right-of-way must be
EASEMENT LINE
CENTERLINE
EXISTING SPOT ELEVATION 12•0
+
PROPOSED SPOT ELEVATION 715 3
EXISTING TREE DRIP LINE
TEST PIT
USE I REQUIRED PROVIDED
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OFFICE - 1 / 250 OFFICE S.F. 15,754/250 = 63 SPACE 66 (INCULDING 3 H.C.)
F'.A.R. CALCULATIONS
LOT AREA FLOOR AREA F.A.R.
EX. WAREHOUSE = 19,915.8 S.F. BUILDING/LOT AREEA=0.18 < 1.0
4.37 AC = 190,357.2 S.F. PROP. ADDITION = 15,754 S.F.
LANDSCAPED AREA CALCULATION
SITE AREA NO EXISTING LANDSCAPED AREA PROVIDED
in Frederick County appear below. These numbers shall also be used to serve in an emergency condition.
provided to the local VDOT Residency Office prior to acceptance of the work. Unit and total prices
may be obscured.
V19. Aggregate bases and sub -bases shall be placed on the sub -grade by means of a mechanical
spreader. Density will be determined using the density control strip as specified in VDOT's Road and
Bridge Specifications -Section 304 and VTM-10. A certified compaction technician shall perform these
tests. A certified copy of the test results shall be provided to the Residency Office. In additions to
checking stone depths, a VDOT representative shall be notified and given the opportunity to be
present during the construction. and testing of the density control strip.
V20. Asphalt concrete pavement shall be placed in accordance with the latest edition of VDOT's Road
and Bridge Specifications -Section 315. Density will be determined using the density control strip as
specified in Section 315 and VTM-76. A certified compaction technician shall perform these tests.
A certified copy of the test results shall be provided to the Residency Office. A VDOT representative
shall be notified and given the opportunity to be present during the construction and testing of the
control strip.
V21. Approval of these plans shall expire three (3) years from the date of the approval letter.
V22. Final Location of CG-12 curb ramps shall be determined by VDOT inspector
190,357.2 S.F. REQUIRED= 28,314.0 S.F. 14,374.8 S.F. OR 8%
ZONE M2= 15%
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SEAL
HANDICAPPED PARKING NOTE
OF
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MARK D. S ITH �
'� No.022837 THESE PLANS ARE IN CONFORMANCE WITH
� FREDERICK COUNTY STANDARDS AND
O� ��l,I ORDINANCES. ANY DEVIATION OR CHANCsE
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(.$ O IN THESE PLANS SHALL BE APPROVED BY
NAL THE DIRECTOR OF PLANNING PRIOR TO
CONSTRUCTION.
CONTRACTORS NOTES: PROPOSED SITE LIGHTING AS SHOWN BY CONTRACTOR
1. ALL EXISTING TOPOGRAPHIC &SURVEY INFORMATION PROVIDED BY
VIRGINIA MAPPING INCORPORATED. CONTRACTOR SHALL FIELD
VERIFY EXISTING TOPO & HORIZONTIAL AND VERTICAL LOCATION OF UTILITIES.
2. CONCRETE &PAVEMENT SECTIONS SHALL BE FIELD VERIFIED BY
CERTIFIED GEOTECH ENGINEER THROUGH THE OWNER.
3. DEMOLITION OF STRUCTURE SHALL COMPLY WITH THE VIRGINIA UNIFORM STATEWIDE BUILDING
CODE AND SECTION 110 111 112 AND 113 OF THE BOCA NATIONAL CODE/1996.
INSPECTOR NOTES:
1. BUILDING ADDITION SHALL COMPLY WITH THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE AND
SECTION 304, USE GROUP B (BUSINESS) OF THE INTERNATIONAL BUILDING CODE/2000. OTHER CODE
THAT APPLIES IS CABO A 117.1-98 ACCESSIBLE AND USABLE BUILDING AND FACILITIES.
3. SECTION 3408.6 OF IBC (THE ADA 20% RULE) SHALL APPLY TO THE EXISTING ACCESSIBILTY FOR
THE ADDITION.
4. HC PARKING SPACES AND UNLOADING SHALL NOT SLOPE GREATER THAN 2% ACROSS AREA.
PERMIT SHALL BE REQUIRED FOR RAMPS IF INSTALLED WITH SLOPES GREATER THAN 5%..
5. ALL DOORS HANDLES SHALL BE LEVER TYPE AS PER ADA REQUIREMENTS CONTRACTOR
SHALL REFER TO CHAPTER 17 OF BOCA, SPECIAL INSPECTIONS SHALL APPLY WHERE REQUIRED.
6. THIS TYPE STRUCTURE SHALL BE SUBJECT TO SPECIAL COMPLY WITH SPECIAL INSPECTIONS
ACCORDING TO CHAPTER 17 OF THE IBC., (SOILS. CONCCRETE, ETC.)
Handicapped parking spaces and aisles shall Slope
no greater than 2% in all directions.
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FCSA CONSTRUCTION NOTES
_
1. WATER AND SEWER LINES ARE ITO BE CONSTRUCTED IN ACCORDANCE WITH ' THESE PLANS. THE LINES SHALL
ADDITIONALLY MEET ALL REQUIREMENTS OF THE FREDERICK COUNTY SANITATION AUTHORITY.
2. THE CONTRACTOR SHALL COORDINATE WITH, AND ARRANGE FOR INSPECTION BY THE AUTHORITY'
3. EXACT LOCATIONS OF WATER AND SEWER SERVICES ARE TO BE COORDINATED WITH THE AUTHORITY'S INSPECTOR.
4. THE SANITATION AUTHORITY'S MAINTENANCE DEPARTMENT IS RESPONSIBLE FOR THE INSTALLATION OF WATER
"
METERS THROUGH 2 IN SIZE. BEFORE A PERMANENT METER IS SET, THEY REQUIRE: 1) THE FRAME AND COVER TO
BE PROPERLY ALIGNED WITH ITS METER BOX AND YOKE BAR; 2) THE FRAME AND COVER TO BE SET TO THE FINAL
GRADE OF THE LOT; 3) THE DISTANCE BETWEEN THE TOP OF THE COVER AND YOKE BAR BE BETWEEN 18 AND 21
INCHES; AND 4) ALL COMPONENTS OF THE METER BOX ASSEMBLY TO BE IN PROPER WORKING ORDER. IT IS THE
DEVELOPER'S CONTRACTOR'S RESPONSIBILITY TO HAVE THE METER BOX ASSEMBLY INSTALLED CORRECTLY.
5. FOR WATER AND SEWER SERVICES THAT CONNECT TO EXISTING LINES:
A. THE LOCATION OF THE SERVICE LATERAL IS TO BE COORDINATED WITH THE AUTHORITY'S ENGII'tiEERING
ASSISTANT. AN APPLICATION FOR SERVICE MUST BE MADE AND FEES PAID BEFORE WORK WILL BEGIN.
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SUBDIVISION ADMINISTRATOR DATE
*APPROVAL OF THESE PLANS SHALL EXPIRE FIVE (5)
YEARS FROM THE DATE OF PLANNING APPROVAL
FIRE MARSHALL S NOTE
Fire lane markings and signage:
Any "No Parking" signs and yellow painted curb locations will be installed
by field inspection at the direction of the Fire Marshall's Office.
TRIP GENERATION DATA
CLASS USE DWELLING UNITS * TRIP RATE TRIP RATE USE VPD
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B. THE AUTHORITY SHALL FURNISH AND INSTALL ALL %", 3/4", AND 1" WATER SERVICES.
C. FOR ALL 1Y/2" AND 2" WATER SERVICES, THE AUTHORITY SHALL MAKE THE TAP AND BRING PIPING TO THE
Project Name:
Project Number:
PROPERTY LINE. THE CONTRACTOR IS TO FIRNISH AND INSTALL THE METER VAULT ASSEMBLY. THE AUTHORITY WILL
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ON WILLNOT
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S O C-1E Pl T GROUP BUILDING ADDITION
3952
INSTALL THE METER.
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D. THE AUTHORITY WILL INSTALL ALL SEWER LATERALS.
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Magisterial District:
Date of Plan: (Month, Day, Year)
6. WHEN AN EXISTING WATER MAIN IS TAPPED FOR THE INSTALLATION OF A NEW LINE:
A. THE AUTHORITY SHALL FURNISH ALL LABOR AND MATERIALS TO MAKE THE TAP.
STONEWALL MAGISTERIAL DISTRICT
2/10/04
B. THE DEVELOPER/CONTRACTOR MUST: 1) MAKE APPLICATION FOR THE TAP, 2) PAY DEPOSIT (BEFORE WORK
UTILITY CONTACTS
Owner:
Address, Including Zip Code & Telephone No.
P.O. Box 2530
BEGINS); 3) MARK THE LOCATION OF THE TAP; AND 4) MAKE FINAL PAYMENT WHEN THE WORK IS COMPLETED.
7. THE CONTRACTOR SHALL TIE-IN A NEW LINE TO AN EXISTING MANHOLE BY CORE DRILLING THE MANHOLE.
SHOCKEY BROTHERS INC.
Winchester, VA 22604
DATE: FEBRUARY 2004
Frederick County Sanitation Authority Phone: Verizon
P.O. Box 1877 P.O. Box 17398
Winchester, VA. 22604 Baltimore, MD 21297
(540) 868-1061 (301) 954-6282
8. ANY WATER SERVICE LINE MUST HAVE A DOUBLE CHECK VALVE OR RPZ BACK FLOW PREVENTION ASSEMBLY, AS
REQUIRED, INSTALLED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1015 OR 1013. A REMOTE READOUT IS
REQUIRED.
(540)662-3292
SCALE: NONE
Developer:
SH®CK +'Y PRECAST GROUP
Address, Including Zip Code & Telephone No.
P.O. Box 2530
Winchester, VA
DESIGNED BY: JNT
9. ALL FIRE LINES SHALL HAVE A DETECTOR DOUBLE CHECK VALVE BACK FLOW PREVENTION ASSEMBLY OR A RPZ
BACK FLOW ASSEMBLY AS REQUIRED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1048 OR 1047. A REMOTE
READOUT IS REQUIRED.
10. APPROVAL OF THESE PLANS SHALL EXPIRE TWO (2) YEARS FROM THE DATE OF FCSA APPROVAL.
Power: Allegheny Power Gas: Shenandoah Gas Co.
P.O. Box 1458 P.O. Box 2400
Hagerstown, MD 21741 Winchester, VA 22604
1-800-654-3317 (540) 869-1111
MISS UTILITY 1-800-552-7001
(540)662-3292
Engineer Certifying Plan:
GREENWAY ENGINEERING
Address, Including Zip Code & Telephone No.
151 Windy Hill Lane
Winchester, VA 22602
(540) 662-4185
FILE NO. 3952
SHEET 1 OF 5
TEMPORARY SEDIMENT TRAP MINIMUM TOP WID TH (W) I a
VARIABLE REQUIRED FOR SEDIMENT
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ORIGINAL �{ ` \ EfR05iON/5EDiMENT CONTROL LEGEND ? �
GROUND I�-1
TRAP EMBANKMENTS o
a . ACCORDING TO HEIGHT OF � NO. KEY SYMBOL DESCi�If TION RESPONSIBLE LAND DISTURBER W 67 CU. YD./ACRE ' EMBANKMENT (FEE T
a 3.05 X X X
VARInw F 1 ) I W
I 1 O SILT FENCE NAME:
67 CU. YD./ACRE 4' MAX.3.10 OP CERTIFICATION : Z
(EXCAVATED) \y} I I
FILTER CLOTH ORIGINAL S G ! O OUTLET PROTI=GTION
FUND j DATE:
ELEV. 1�s W
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-SEE PLATE 3.13-1 COARSE AGGREGATE CLASS I RIPRAP i ' -}a. �j ' 3.08 LU CQ
I � � / (GIP CULVERT INLET PROTECTION � o
I THE RESPONSIBLE LAND DISTURBER CD CO
CROSS SECTION OF OUTLET - i 3.13 ST -►-�-� TEMPORARY SEDIMENT TRAP C �
w ►� I �`IS THE PARTY RESPONSIBLE FOR
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CLAS5I RIPRAP LENGTH (IN FEET) _ 1.5 0.5 2.0 ,_ _---- LIMITS OF CLEARING 4 GRADING CARRYING OUT THE LAND DISTURBING -y a to
6 X DRAINAGE AREA 2.0 1.0 2.0 l
/ (IN AC.) 2.5 1.5 2.5 a3 o I
i- \ ACTIVITY AS SET FORTH IN THE PLANS.
V 4Z A DIVERSION 3.0 2.0 2.5 d' � «S
/ DIKE (.5 2.5 3.0 ( -� p
H o H .0 3.0 3.0 DRAINAGE DIVIDES \ �- ��
5.0 4.0 4.5 I W O �
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EXCAVATED AREA - `/ - -- \ - 11 �- J` Ly" In C0
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COARSE AGGREGATE"
EXCAV TED FILTER CLOTHAR
"COARSE AGGREGATE SHALL BE VDOT #3, #357 OR #5
OUTLET (PERSPECTIVE VIEW)
SOURCE: VA. DSWC PLATE. 3.13-2
CONSTRUCTION OF A SILT FENCE
(WITH WIRE SUPPORT)
I. SET POSTS AND EXCAVATE A 4"X4" 2. STAPLE WIRE FENCING TO THE POSTS.
TRENCH UPSLOPE ALONG THE LINE
OF PII(II�OSTS.
G
FLOW
3. ATTACH THE FILTER FABRIC TO THE WIRE
FENCE AND EXTEND IT INTO THE TRENCH.
FLOW
4. BACKFILL AND COMPACT THE
EXCAVATED SOIL.
EXTENSION OF FABRIC AND WIRE INTO THE TRENCH.
FILTER FABRIC
III I TM,~' WIRE i
SOURCE: Adapted from installation of Straw and Fabric Filter Ba_rrem for Sediment Control, PLATE. 3.05-1
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SHOCKEY PRECAST GROUP BUILDING ADDITION E45
NARRATIVE
Description: The proposed project consists of approximately
2.69 acres to be disturbed for a building addition for offices
and a parking area.
Date of construction: Construction will begin following plan
approval and will take approximately one (1) year to complete.
Existing site conditions: The area to be disturbed for the
building addition and parking area is currently a compacted
impervious area used for storage.
Adjacent areas: This project is bounded to the North, South,
East 4 West by storage area for the precast operation. All
surrounding properties are owned by the Shockey Companies
and are Zoned M2
Soils information: The existing soil conditions were obtained
from the USDA Soils Survey for Frederick County. On -site soils
belong to the Frederick Poplimento Loam association (145).
This soil is very deep, gently sloping, and well drained.
Permeability is moderate, runoff is medium, and erosion hazard is
moderate. The surface layer of the Frederick soil consists of l
inches of dark brown loam and is underlain by yellowish silty clay.
In addition the surface layer of the Poplimento soil consists of
5 inches of dark yellowish brown loam and is underlain by brown
clay. This soil belongs to hydrologic soil groups 5 4 C.
Critical areas. There are no critical areas on this site.
tzrosion and sediment control measures- Phase 1:
Control of for this site shall be achieved by installing the
following.
I. Sediment Trap
2. Reinforced silt fence.
3. Check Dams
4. Diversion Dike
Please note that construction traffic shall be contained on site.
Erosion and sediment control measures- Phase II:
Erosion and sedimentation measures from Phase I shall remain as
shown. Control for Phase II of for this site shall be achieved
by installing the following.
1. Concrete Trickle Ditch as shown. (See details Sheet 3 4 4.)
2. Trench Drain as shown. (See details Sheet 3.)
Sediment Trap shall remain in place throughout Phase II until final
grading is stabilized.
DIMENT TRAP DESIGN SCHEDULE
ORIGINAL
GROUND
ELEV.
SOURCE: VA. DSWC PLATE. 3.13-1
TEMPORARY DIVERSION DIKE
SOURCE: VA. DSWC
Permanent stabilization: Once construction is complete, all disturbed
areas not built upon or graveled shall be permanently seeded in
accordance with the VESCH manual.
Maintenance Program: The erosion and sediment control measures
Installed on the site shall be maintained by performing the
following.
1. The site superintendent shall inspect all erosion and sediment
control devices after each rainfall and at least daily during
prolonged rainfall. Damaged or deficient controls shall be
repaired or improved immediately.
2 The site superintendent shall inspect daily the areas
construction activity to insure erosion control effectiveness.
Additional measures shall be installed immediately where
deficiencies are found.
3. Permanent erosion control measures include. Due to the minimal
impact and existing impervious surface conditions no stormwater
management shall be provided with the exception of grading to
ensure positive flow for paved surfaces disturbed in the
construction process.
Erosion and sediment control program:
I. Hold pre construction meeting on site.
2. Install construction entrance if needed.
3. Clear and grub the areas.
4. Rough grade and install all Erosion control measures.
5. Grade the site and in stall trickle ditch and trench drain.
6. Fine grade and install the new gravel sub -base for new
building area as well as prepare the area for base paving.
1. Temporary soil stabilization shall be applied to all disturbed
areas within 14 days if the area is to remain dormant for more than
21 days.
8. After approval by the Inspector, remove the temporary
control devices and stabilize the areas disturbed during
remova 1.1
Note: Frederick County and VDOT retains the right to add
and/or modify these erosion and sediment control measures during
the construction process, within reason, to ensure adequate
protection to the public and the environment.
Seeding schedule (soil stabilization):
1. Spread topsoil at a minimum depth of Four (4) Inches.
2. Incorporate pulverized agricultural limestone into the topsoil at
a rate of 92 lbs. per 1,000 square feet (2 tons per acre).
3. Fertilize with 10-10-10 fertilizer at a rate of 23 Ibs per 1000
square feet (1,000 Ibs per acre).
4. Seed all areas with a seed mix consisting of 6-190 Kentucky 31
Tall Fescue and 33% Red Top Clover.
5. Mulch all seeded areas with straw mulch applied at a rate of
3,500 Ibs per acre, anchored with cutback or emulsified asphalt
applied at a rate of 200 gallons per acre.
PLATE 3.09-1
"TRAP
Drainage
STORAGE
STORAGE
WET
STORAGE
H
Ho
AREA
Elev. Top
No.
AREA
REQUIRED
PROVIDED
DIMENSIONS
HEIGHT
WEIR
W
L
g BERM
of Stone
Inv. Elev.
OF
OUTLET
TOP
WEIR
OUTLET
Outlet
at Stone
WET
DRY
WET
DRY
DEPTH
L =
W =
BERM
HEIGHT
WIDTH
LENGTH
HEIGHT
Weir
OUTLET
(AC)
(CU-yd)
(cu-yd)
(cu-yd)
(cu-yd)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(ft)
(sq-ft)
(ft)
(ft)
111 1 2.52 1 168.841 168.841 1701 1771 4.01 521 261 2.8 1 1.8 1 2.5 1 15.12 1 39721 737.8 1 736.00
E- PL4
_ -- (n V2
+---- _ „ _--_. _ ._ _ - 1
(1)O
i154 \
�� �s� ) ti
-- ZoNi�l�� 2 > \ �� 1 I1 w co
1 I
I �l
0
D ,A�g.�� \ ' I I
DTI� IDS iN >� r \ Ex.- 1
S UT5 E Q PRECAST / % Ul
): M2 5TO GE �� 12°rrF STORAGE
1 / ARE I 31. - 4REH
lc<t 5 INC. / � / � 0
�oN� �: 1�2
1_�\ i~11TS OF CLEARING 4 CxRADING JJ/ I J I I
4r. /l L f U5E : INDUSTRIAL
• 1 746
`tom" �Cw•' 0 WA 6::is�'�1 Y�Svo� ira4�i I�wuJS � Us! a �u Law \ UT-r. � r,
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X .� /
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c \� y,EX
III o r�
rAr
0A'• MARK D, SMITH
r - - a •�F C�1p I ., / I� / I o No.022837
LIMITS OF GLE
I
ARII�ICz # GR4DIDF�z / I �� / I Cs
a� o
S'
EX. WAREHOUSE ram+ F1aK rya asp, La ,r� _ EC _ Al,N
19,521.2 S.F. I _ a sT '1
F.F. 14(o.00 STORAGE i48
- -•-- _--14
/ I ,
142
71 I
EX. CANOPY I
x X X w X X r (X X
5F x -- x =1, I
I
E
� A \ I
CO
E,
O /(D WET STORAGE AREA
! TOP 5ONE ,--
__ w) DRY STAGE AREA G \ / rt /IR UT�ET a U Q
' t1JE
1-4
-►8�- { ,Ii DA- 2.5STONE LET
m F-
Ex. aJNVERT 7 13P0.0
I '_
0 --
N 2-1'13'43" " 1
E N \ r
W Q N W W
� t Ty�N
I I2
�" It
` (SEE C ACULAT� 10 S THIS SHEET) Tor�ar �! O E--IPrI
O
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i > / III �
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r Fes- I
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rn �3 U1
S �. S - -. S - --4�
W S_ �rl, - ___
EC
3�
EX. VAL-VEOLU
�
Z ?
Z
U of
X
X x EX�-w
I
*-
ECxa r t:.e-r1 a
- - - -
EG
MAR,KER ):st/
\---L MILS OF CLEARING 4 GRADING
'
A
�(�
w
D5. 425/FG. 22(o 4 235
- - - - -- - /
-- ---- --- - - - -- - -- - - -L ECG ,� ------ --- - �� cCz, ---- - ,-
- IaY1rI- - - SF - --- -
•-.� f 43�E i
o Ec
% I
30 15 0 30 6i
TH16 &MEET FOR PHASE I EFROSiON 4 5ED IMENT CONTROL ONLY SCALE, ,' = 30'
DATE: FEBRUARY 20041
SCALE: I"=30'
DESIGNED BY: JNT
FILE NO. 3952
SHEET 2 OF 5
SILT FENCE CULVERT INLET
PROTECTION
OISTMCE IS S' MINIMUM IF na#
IS TOWARD EMBANKMENT
FLOW
OPTIONAL STONE COMBINATION
FLOW
11
_1N ISS 1-5.77BMM
SOURCE: ADAPTED from VDOT Standard Shoots and Va. DSWC
NEENAH
PLATE. 3.08-1
R-4990 Series
Heavy Duty Trench Fraraes with Grated or Solid Covers
MATERIALS: All frames and grates are furnished standard in Gray Iron, Class 35, for heavy
duty use. For extra heavy duty use, see page 204 for Airport Trenches.
Neenah recommends project designers avoid the use of light duty trench installations
because it is likely that applications will be subjected to heavy delivery vehicle traffic at some
time. Furthermore, the use of a site could be changed to heavy duty use pattorns at some
unanticipated future date.
Standard Cover Dilnensi°ns
Dimensions in inches
Catalog.
No. A a C Type A Type C Type 0 Type E Type P Type Q
R-4990-HX 26 1112 24 z x 0 x
Standard Support Frame
Frames manufactured in standard lengths up to 36'.
Fractional frame sections can be furnished to produce a
trench drain of any overall length. When necessary, frames
can be closed at ends by specifying end frame sections.
fl000Q000000
WHEN
TYPE A
GRATE OPENINGS
00000000000
0000000oaoo
TYPE A
GRATE OPENINGS
----- --r AIRPORT
------------ TYPE x
MAXIMUM A
3/16' GAP OPEN
�� `G�R�ATE ?
O o O
PIPE OUTLET CONDI'
A A
'IPE OUTLET TO FIAT
IRRA 1r M NO DEFINED
MANNEL
-`
SECTION A -A ' 1 'i:CIATH KEYI 1 I IA II vlFORENTIRE PROWTER
` ado (I�rJ
Wt
PIAN VIEW
:1`=`0
NOTES:1 11 f MAY BE RIPRAP. GROUTED RIPHAP,GARTON
HARM.
I. LENGTH 'OF THE CAT ULATED
REPRAP APRON AS
1
INCHES.UM THAN 8
Source: Va. DSWC Plate 3.18-1
SLOPE V
SLOPE V
SLOPE VARIES
CONC.
SEE NEENAH
TRENCH INSTALLATION
DETAILS
LONGITUDINAL SLOPE 6 0.5%
41 TOWARDS TRENCH
2' 611 r'I
L SLOPE VARIES
4'
21 I 2'
6" AGGREGATE BASE
TYPE I - 21B
TRANSITION WIDTH VARIES
SLOPE VARIES
VARIES AGGREGATE BASE
TYPE I - 215
UP TO 24"
LONGITUDINAL SLOPE VARIES
TYPE "A" GRATE
ELEV. 145.110
SLOPE_ ___vAR►ES
x' CONC.
i LU
VARIES
INV. 144BI
TRANSITION DETAIL FOR
TRICKLE DITCH TO TRENCH DRAIN
NOT TO SCALE
PR-3
TRANSVERSE CONSTR.JOUJT
2 "
NOTESt
FOR 36' PAVEMENT USE SINGLE 12' LANES WITH 2 CONSTRUCTION JOINTS. OR 12'
AND 24-LANES WiM ONE GROOVE AND ONE CONSTRUCTION JOINT.
O-4 WIRES AT 12" C.0 EDGE OF, PAVEMENT
TRANSVERSE WIRES DO NOT EXTEND THROUGH LONGITUDINAL JOINTS.
vz
TIE BARSANDDOWEL BARS ARE TO BE AS NEAR MIDPOINT OF PAVEMENT DEPTH
Dmdr �
END LAPS STAGGER
1
TIFEASIBLE."
o
5' MIN. I I I I I I*THE
'
DOUBLE LAP REQUIREMENT (36") AND OR EXTRA BAR METHOD APPLIES ONLY
TO LAPS FALLING WITHIN AAN AREA 10' BEYOND THE CONSTRUCTION JOINT.
F:
��
1-
y� �?
#5 X W-6" DEFORMED TIE BARS AT 30" O.C. MAY BE USED IN LIEU OF HOOK
'8 a
N
BOLTS WHERE SHOWN HEREON.
140.5 HIGH VELD B S
,oa
SMOOTH SURFACE TO BE STEEL TROWELED B" IN FROM THE EDGE
a
6'-0" LONOD 12" C.0
OF PAVEMENT EVERY 500 FEET, AND STATION NUMBER STAMPED
�-
2�` INTO IT. THE DATE IS TO BE SHOWN IN A SIMILAR MANNER AT THE
BRGINNING OF EACH DAYS POUR.
c
' BOTH OUTSIDE EDGES OF DIVIDED HIGHWAY TO BE STAMPED. ONE
Lev EDGE OF UNDIVIDED HIGHWAYS WHERE FEASIBLE. (TRAVEL LANE)
•- iv
I SHEETS TO BE SECURELY FASTENED TO PREVENT SEPARATION.
DURING CONCRETE PLACEMENT.
uV C o-
N_ I
1Y411 MIN. MALLEABLE IRON OR
STEEL SLEEVE. THREADED ENTIRE
na LENGTH, ON INSIDE TO RECEIVE
i„ BOLT.
1••12' 1211 � all61I gn
EDGE OF PAVEMENT 12" 12"
PLAN VIEW 211
EFFIE TN Va" EFFECTIVE
ll
HOOK BOLTS AT 30" C.C. X 6 DNA. X B
TO BE USED WHEN PAVEMENT END LAP DETAIL HO HOOK BOLT. HOOK BOLT.
IS POURED W SINGLE LANES. HOOK BOLT DETAIL
GROOVED D-19 WIRES
Vill ± yZ/l
LONGITUDINAL LONGITUDINAL WIRES
JOINT
�
(�•`A
Q 4" C.C. 814,
21/
I`
D-19 AT 4" C.
I
I
.�-
D-4 WIRES Q
12" C.C.
.I
4
.Ill
2,
=
Sao
TRANSVERSE WIRES
DEFORMED TIE BARS 30" LONG
_T
4"
S"
" WIRES a
W, C.C.
D-4 AT 12"C.C.
MAX. 16 SO. FT. PER CHAIR
MAX. SO. FT. PER CHAIR
A -A
-0
op
Q12 12 -0 •
AT 4 WIRES
�' C.C. /�
SHEETS TO ESECURELY
BE
FASTENED TO PREVENT
EDGE LAP DETAIL
SEPARATION DURING
LENGTH OPTIONAL
r- (MIN. 30') •" I
6° TRANSVERSE SECTION
CONCRETE PLACEMENT.
NO LAP , TRANSVERSE CONSTRUCTION JOINT
WITHIN 3 NO LAP WITHIN S' AHEAD OF CONST. JOINT
NO LAP WITHIN 3' "-TRANSVERSE CONSTRUCTION JOINT OF JOINT.
NO LAP WITHIN V AHEAD OF CONST. JOINT 10'-0"x
v BACK OF CONST. JOINT 10'-0"x # 4 HIGH 3'-0" 3'-0" MIN. 36" LAP
:r 3%y" ± V211 3'-011 3'-01' 3'-0" 3'-0" YIELD BARS 11
iq 5o E. .L 6
ro a
a #5 X 6 -0 61I TRANSVERSE D-4
�� #5 X 6'-0' WIRES
8'
HIGH YIELD 10'-011 WIRES HIGH YIELD WIRES
BARS a 121,
BARS a 12" C.C. -19
1• -4 AT 12" .c;,l 2„ C.C. LONGITUDINAL SECTION LONGITUDINAL LONGITUDINAL SECTION LONGITUDINAL
TYPICAL WIRE FABRIC SHEET EXTRA BAR METHOD WARES DOUBLE LAP METHOD WIRES
SHEET ' OF 4 8" THICK CONTINUOUSLY REINFORCED CONCRETE PAVEMENT
(WIRE MESH REINFORCEMENT) 316
301f06 VIRGINIA DEPARTMENT OF TRANSPORTATION
i
�63�0\ 1114
\ rI \ \ \ A- -O
7 la
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LE I / \\ I J, 11��1 { I it Z
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® \ \ U5E: INF-45TRIAL . Na\ems , I T
54-A-15�77 ► ��c� I { 1 / U)
a `a r I I(t �� H CKE`I' BRoQ&- INC.
1C3 A / � 1 i � 1 k
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746
` I;1l11Tt3 c� CLEARNNG GtQI1t�IPYs �/ I� J- - USE: INDU5TRIAL
•? \ 121' CONC. TIRICKLF� 282 CONC. TIRIC tL I { • I I !! jj I I t
DITCH a 025% "� DiTGH 0 �48 1 .� � v EX.
��UTY. 1 / ti it ' I •O's, r \ j
Y� ✓ \ °•�`"----t48------- t- 1\ ' I .gLD� /�/ % A
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7 -
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�_4990 HEAVY DLLTY1111 { I 1
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I E•-I
� k `� t � ------_______-____.—_� II � �I I I ���:. I k ���r � k I d� rl I I ► ;.. �
Syr
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i A' Q
r,.a�o.:lcill a; c _;t:; �s_sas-cn-,r4.,- •—/- ( t \ EX. UTAREHOU�E
I
IFF. 146D?J @ I 1 i _ _ _-~- __ _/------ '" -' '---- ` I r r I I I //
k "1aROF�OS D. BLDG ADDITION I I ' �� - -- _ ----- ----_ 1 ,"y \\`, g A/' 1 i I TH
r477-- ,42'1- ---
t lot I 1 l
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o \ u .,.. .J � II . I �/ ' , i . •� .`' T r � I �_ O I ``. � � s, {--1 i li N01022837
Jam,' I ' - I I !' N �I/ I 1 l b O� t L rGi-
v -13\ / I UET 6T AWA 1 s4 ! css ICS
743 -- I n - - - o III 1 4 ' pr r ar�EA G I r v ,1 aln r� IONAL
\ x
w1
® , ` k iTONE UaTLET
3C 4S/ r , \ ��-' i / I X / 1 YINVERT 11360If
I ( I
d/EXrIF
I
Ar
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7-1
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\ \1 t � 1
cAr
\ •� ' --m —a n ---Y ----• -=T --w- `'#`� r;:�a ...l..a a —a ---u -"- I I..f � �
IN
-1.1
-A- EX BR _ ✓ 40 i \ VJ
1 HOCIGE I �t�OTHEI J IN i •yon x —x —x f_ E_—f 's `I
11IrY04-su-Lll-uCW1n'1
ZONED: Mg r' --a ...- •-- �� El
k 743, t \ ` J�E: iND�j i 'IAL o '' � \ 'i.. / r / `-LIMfT60RC1.EAl21N�s�GR4DITIG P�
-------DB. 425`P�'s. 226 t 235
\ 1 \A-\ i4+.�aV>f�it�,�lta: �rn■� � i -- y�r----------------jr--_.._-.__—.-.------�� Q V1 4
�'C� () z
Ex OF I � J � ' —_ •j _. _ = I/.--•i�
r e t H
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L
�/ / 1�D
v'-- �---', 4 \\ i
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�k \\\ \\ \\ Ar 73 /may j 1 \\ I I`t I ! US .ONDU5TR21 I t 1 ��� �.�' �% 1� r\ \- - Z U
sS -f , 1 I I' 1 I i \ r' �'c�fl' \ ) i- CkA- NZ
k Il? i i �' s .' 1 \ ` • ` O a w
TH15 5HEET FOR f='HA5E 11 ER05ION 4 SEDIMENT CONTf;ROL ONLY �m 25 0 5m Imm u
SCALE: 1" = 50' W �"
_O Z
Q =
UA
NO.
KEY
SYMBOL
3.05
EE)F
X X —X
3.30
TP
0-0-0
3.08
CIP
332
CULVERT INLET PROTECTION I
PERMANANT SEEDING
LIMITS OF CLEARING 4 GRADING I
DRAINAGE DIVIDES
N vJ
Adt
O
0
uJ
DATE: FEBRUARY 2004
SCALE: 1" = 50'
DESIGNED BY: JNT
FILE NO. 3952
SHEET 3 OF 5
BUILDING NOTES:
BUILDING SHALL COMPLY WITH THE VIRGINIA UNIFORM
STATEWIDE BUILDING CODE AND SECTION 304, USE GROUP
B (BUSINESS) OF THE BOCA NATIONAL CODE/199(o. OTHER
CODE THAT APPLIES IS CABO A 111.1-92 USABLE AND
ACCESSIBLE BUILDING AND FACILITIES.
EGRESS DOORS SHALL MEET THE REMOTENESS
REQUIREMENTS IN BOCA.
CHAPTER 11 OF BOCA SPECIAL INSPECTIONS SHALL
APPLY WHERE REQUIRED.
PROP05ED BUILDING DIMENSIONS SHOWN ON PLAN ARE
APPROXIMATE, ARCHITECT SHALL PROVIDE ACTUAL
DIMENSIONS WITH BUILDING PERMIT APPLICATION.
CONTRACTORS NOTES:
I. ALL EXISTING TOPOGRAPHIC 8 SURVEY INFORMATION
PROVIDED BYVIRGINIA MAPPING INCORPORATED.
CONTRACTOR SHALL FIELD VERIFY EXISTING TOPO AND
UTILITIES HORIZONTAL 4 VERTICAL LOCATION PRIOR TO
START OF CONSTRUCTION.
3. CONCRETE PAVEMENT SECTION FOR
ACCE65/TRAvELWAY SHALL BE DETERMINED BY
CONTRACTOR.
2. CONCRETE 4 PAVEMENT SECTIONS SHALL BE FIELD
VERIFIED BY CERTIFIED GEOTECH ENGINEER THROUGH
THE OWNER.
3. SIZE OF PROPOSED WATER SERVICE LINE SHALL BE
DETERMINED AT TIME OF FINAL ARCHITECTUAL PLAN.
QLIMITS OF CONCRETE PARKING/ACCESS AREAS
corporation
stop -
type K copper
tubing, continuous
later Without joints from
main
main
TYPICAL WET TAP DETAIL
NOT TO SCALE
4" REINFORCED CONCRETE
3000 PSI
4" SUBBASE (21-A STONE)
WIDTH VARIES
SEE SITE PLAN
1/4" = 1'
I —III—) I I—IIIIII—III—III—I
COMPACTED 5UBr%RADE
(90% DENSITY)
CONCRETE 5IDEUJALK DETAIL
(NOT TO SCALE)
A a °. . 1
I6° A Ib"
° 53° 2-24" �6 REBARS
11: FOR WHEEL STOP
u
SECTION A -A
WHEEL 5TOP DETAIL
HOT TO SCALE
411
All
e
_ '7
d
o
�
SLOPE VARIES
CiSEY _5 OTHER5 INC. Ar
ZONED:�2 7�i ��
L15E: INDL"T.f�110,6 Ar
� ( &k CKE-Y- SROTNERS IN . �,� —� EX. �\. � ,4�g EX.
\ � 9 OUTSID - --4 °04' {�" �} PREC,45T
` �{ > I ! \ --- -ZON I 12 f STORAGE 12 STOR ��)
/ AREA I 31. 5 AREA _1/
/ I
\ U5E: IND 5TRIAL _ s / 1/
----- k ��9 CKEY 5ROfa 5 INC. / I
�j \ ` it8 OF GI.EARINCs CsRADINCs 123' 1 INGRESS / EGRESS ' ZONED: M2 I %
9 a DOOR I ( I
� ��` � '` • 7�`�� 7�� � 121' CON(. TRIC � � I 0 0 I USE : INDU5TR1 �4L.
B KI - 28.5 CONC. TRICKLE74 W W
/\ � DITCH a 0.25% DITCH
/ 00 �� �Y�1Fai + dmi Ili t di bW Fld r pt7 UTY.60
—
\ 38 148 10 35
45 e4 \ .. �4� "P 45 44 45,_
590 �'x8' CO C. PAD 4590 - - - -EX.
_ _
4a `III 1 I
VY DUTY
451 U TRENCH RA SEAEE DETAIL) I I I
WAREHOUSE cn� w OR APPR VED EQUAL I I
A-i( TE�a P11
I\ ACCESS DOOR
\ /
-
--- --- EX. CMP 'U I 9 / g
TO BE REMOVE I '59 �, 1 ,, / LIMITS OF CLEARINCs s GRADIW3
I
1`
EX. WAREHOUSE JX. P." t RVICE ` IL
Lila _,. — ,
r� r !
QUT S I D E I E- --�
F.F. 146.®0 -> >_ -EX, SAN. ,/O
5TORAGE: \ "t48
k EX. FENCE RE A ( — i��v
i44 TO BE REMOVED '' k % �— 142 _
� \ � EX. CANOP
TO BE REMOVED I x ". \ EG 3-(T SIGNS
\ 8 -
P OPOSEG � � ITYPJ
I L f� ADDITION x4� \ �42 INGRE55/EGRESS ESMT. : I
} I 14';000 S.F. 4590/ x I 54 3(0 68 LP I I
FF'=14o.00 44 43 \ 13 10 f-LP 51 I ( 1
o i % / 8 I —� 43------- --- 41
V I .e x
O
- � � '� ,- �• •�,..� UJNEELSTOPS ... ...... I a � I
rn 39 .� 15 t .; SEE- DETAIL.'.'....:'
EX. ELECTRIC — w 43 8 g gl TH1� SHEET
I TO BE RELOCATED
,,,► 42 S,
24
Ilk
-____" Ex. C;AS METEi".•" .�, R-4.5NN '.:
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SHOCKE BROTH-IE 5 INC.
JONED: M2LUSEINDU5TR1A�
I I J/ / � � , � 1 >✓ � � � \ DATE: FEBRUARY 2004
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FILE N0. 3952
SHEET 4 OF 5
1. Methods and materials used in the construction of the improvements herein shall conform to the current
County construction standards and specifications and/or current VDOT standards and specifications.
2. Measures to control erosion and siltation, including detention ponds serving as silt basins during construction,
must be provided prior to issuance of the site development permit. The approval of these plans in no way
relieves the developer or his agent of the: responsibilities contained in the Virginia Erosion and Sediment
Control Handbook.
3. A permit must be obtained from the Office of the Resident Engineer, Virginia Department of Transportation
(VDOT) and Frederick County prior to construction in existing State right-of-way.
4. Approval of this plan does not guarantee :issuance of an entrance permit by VDOT when such permit is
required under State law.
5. The exact location of all guard rails will be determined by VDOT personnel. "A joint inspection will. be held
with the Developer, County Representatives, and Representatives of the Virginia Department of Transportation
(VDOT) to determine if and where guard rail and/or paved ditches will be needed. The developer will be
responsible for providing guardrail and paved ditches as determined by this joint inspection." Refer to
Virginia Department of Transportation (VDOT) Guard Rail and Paved Ditch Specifications.
6. An approved set of plans and all applicable permits must be available at the construction site. Also, a
representative of the developer must be available at all times.
7. Warning signs, markers, barricades or flagmen should be in accordance with the Manual on Uniform Traffic
Control Devices (MUTCD).
8. All unsuitable material shall be removed from the construction limits of the roadway before placing
embankment.
9. All pavement sections on the approved plans are based on a minimum CBR value of 6. CBR values less
than 6 will require revised pavement section prepared by Greenway Engineering and approved by the owner.
10. All roadside ditches at grades of more than 5% shall be paved with cement concrete to the limits indicated
on the plans and as required at the field inspection.
11. All springs shall be capped and piped to the nearest storm sewer manholes or curb inlet. The pipe shall
be minimum 6" diameter and conform to VDOT standard SB-1.
12. Construction debris shall be containerized in accordance with the Virginia Litter Control Act; no less than
one litter receptacle shall be provided at the construction site.
13. The contractor shall provide adequate means of cleaning mud from trucks and/or other equipment prior to
entering public streets, and it is the contractors responsibility to clean streets, allay dust, and to take
whatever measures are necessary to insure that the streets are maintained in a clean, mud and dust free
condition at all times.
14. s Notification shall be given to the appropriate utility company prior to construction of water and/or sanitary
sewer lines. Information should also be obtained from the appropriate authority concerning permits, cut
sheets, and connections to existing lines.
15. All sanitary sewers and water mains and appurtenances shall be constructed in accordance with the current
standards and specifications of Frederick County and/or the Frederick County Sanitation Authority.
16. The location of existing utilities shown in these plans are taken from existing records. It shall be the
contractors responsibility to verify the exact horizontal and vertical location of all existing utilities as needed
prior to construction. The contractor shall inform the engineer of any conflicts arising from his existing
utility verification and the proposed construction.
17. The developer will be responsible for any damage to the existing streets and utilities which occurs as a
result of his construction project within or contiguous to the existing right-of-way..
18. When grading is proposed within\easements of utilities, letters of permission from all involved companies
must be provided to Frederick County prior to issuance of grading and/or site development permits.
19. The developer will be responsible for the relocation of any utilities which is required as a result of his
project. The relocation should be done prior to construction.
20. These plans identify the location of all known grave sites. Grave sites shown on this plan will be protected
in accordance with state law. In the event grave sites are discovered during construction, the ov ner and
engineer must be notified immediately.
21. The contractor is to verify field conditions prior to and during construction and notify Greenway Engineering
at (540) 662-4185 immediately of any discrepancies between actual field conditions and the approved plan.
22. Controlled fills shall be compacted to 95% of maximum density as determined by method "A" per .tandard
proctor AASHTO-T99, ASTM-D698, or VTM-1 as applicable. Density shall be certified by a registered
professional engineer and results submitted to Frederick County prior to pavement construction. If a
geotechnical report has been prepared, it should supersede the requirements in this note.
23. Contractors shall notify operators who maintain underground utility lines in the area of proposed excavating
or blasting at least two (2) working days, but not more than ten (10) working days, prior to commencement
of excavation or demolition. Names and telephone numbers of the operators of underground utility lines
in Frederick County appear below. These numbers shall also be used to serve in an emergency condition.
Water/Sewer: Department of Public Utilities
City of Winchester
P.O. Box 75
Winchester, VA. 22604
(540) 667-1815
Power: Allegheny Power
P.O. Box 1458
Hagerstown, MD 21741
1-800-654-3317
Telephone: Verizon Gas: Shenandoah Gas Co.
P.O. Box 17398 P.O. Box 2400
Baltimore, MD 21297 Winchester, VA 22604
(301) 954-6282 (540) 869-1111
VIRGINIA UTILITY PROTECTION SERVICE 1-800-522-7001
FCSA CONSTR UCTION NOTES
1. WATER AND SEWER LINES ARE TO BE CONSTRUCTED IN ACCORDANCE WITH THESE PLANS. THE LINES SHALL ADDITIONALLY MEET
ALL REQUIREMENTS OF THE FREDERICK COUNTY SANITATION AUTHORITY.
2. THE CONTRACTOR SHALL COORDINATE WITH, AND ARRANGE FOR INSPECTION BY THE AUTHORITY.
3. EXACT LOCATIONS OF WATER AND SEWER SERVICES ARE TO BE COORDINATED WITH THE AUTHORITY'S INSPECTOR.
4. THE SANITATION AUTHORITY'S MAINTENANCE DEPARTMENT IS RESPONSIBLE FOR THE INSTALLATION OF WATER METERS THROUGH
2" IN SIZE. BEFORE A PERMANENT METER IS SET, THEY REQUIRE: 1) THE FRAME AND COVER TO BE PROPERLY ALIGNED WITH
ITS METER BOX AND YOKE BAR; 2) THE FRAME AND COVER TO BE SET TO THE FINAL GRADE OF THE LOT; 3) THE DISTANCE
BETWEEN THE TOP OF THE COVER AND YOKE BAR BE BETWEEN 18 AND 21 INCHES; AND 4) ALL COMPONENTS OF THE METER
BOX ASSEMBLY TO BE IN PROPER WORKING ORDER. IT IS THE DEVELOPER'S/CONTRACTOR'S RESPONSIBILITY TO HAVE THE
METER BOX ASSEMBLY INSTALLED CORRECTLY.
5. FOR WATER AND SEWER SERVICES THAT CONNECT TO EXISTING LINES:
A. THE LOCATION OF THE SERVICE LATERAL IS TO BE COORDINATED WITH THE AUTHORITY'S ENGINEERING ASSISTANT. AN
APPLICATION FOR SERVICE MUST BE MADE AND FEES PAID BEFORE WORK WILL BEGIN.
B. THE AUTHORITY SHALL FURNISH AND INSTALL ALL 5/8", 3/4" AND 1" WATER SERVICES.
C. FOR ALL 1 1/2" AND 2" WATER SERVICES, THE AUTHORITY SHALL MAKE THE TAP AND BRING THE PIPING TO THE PROPERTY
LINE. THE CONTRACTOR IS TO FURNISH & INSTALL THE METER VAULT ASSEMBLY. THE AUTHORITY WILL INSTALL THE METER.
D. THE AUTHORITY WILL INSTALL ALL SEWER LATERALS.
6. WHEN AN EXISTING WATER MAIN IS TAPPED FOR THE INSTALLATION OF A NEW LINE:
A. THE AUTHORITY SHALL FURNISH ALL LABOR AND MATERIALS TO MAKE THE TAP.
B. THE DEVELOPER/CONTRACTOR MUST: 1) MAKE APPLICATION FOR THE TAP, 2) PAY DEPOSIT (BEFORE WORK BEGINS); 3)
MARK THE LOCATION OF THE TAP; AND 4) MAKE FINAL PAYMENT WHEN THE WORK IS COMPLETED.
7. THE CONTRACTOR SHALL TIE-IN A NEW LINE TO AN EXISTING MANHOLE BY CORE DRILLING THE MANHOLE.
8. ANY WATER SERVICE LINE MUST HAVE A DOUBLE CHECK VALVE OR RPZ BACKFLOW PREVENTION ASSEMBLY, AS REQUIRED,
INSTALLED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1015 OR 1013. A REMOTE READOUT IS REQUIRED.
9. ALL FIRE LINES SHALL HAVE A DETECTOR DOUBLE CHECK VALVE BACKFLOW PREVENTION ASSEMBLY OR A RPZ BACKFLOW
ASSEMBLY AS REQUIRED. THE ASSEMBLY SHALL MEET ASSE STANDARD No. 1048 OR 1047. A REMOTE READOUT IS REQUIRED.
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V1. All work on this project shall conform to the latest editions of the Virginia Department of
Transportation (VDOT) Road and Bridge Specifications and Standards, the Virginia Erosion and
Sediment Control Regulations and any other state, federal or local regulations applicable. In the
event of conflict between any of these standards, specifications or plans, the most stringent shall be
govern.
V2. All construction shall comply with the latest U.S. Department of Labor, Occupational Safety and
Health Administration and VOSH Rules and Regulations.
V3. When working on VDOT right-of-way, all traffic control, whether permanent or temporary, shall
be in accordance with the current edition of VDOT's work area protection manual. Furthermore, all
traffic control flaggers must be certified in accordance with the latest edition of the VDOT Road and
Bridge Specifications, Section 104.04-C.
V4. The developer shall be responsible for relocating, at his expense, any and all utilities, including
traffic signal poles, junction boxes, controllers, etc. owned by VDOT or private utility company. It is
the sole responsibility of the developer to locate and identify utility facilities or items, which may
be in conflict with the proposed construction activity. VDOT approval of these plans does not
relieve the developer of this: responsibility.
V5. Design features relating to field construction, regulations, and control or safety of traffic may
be subject to change as deemed necessary by VDOT. Any additional expense incurred as a result of
any field revision will be the responsibility of the developer.
V6. Prior to initiation of work, the contractor shall be responsible for acquiring all necessary VDOT
land use permits for any work on VDOT right-of-way.
V7. If required by the local VDOT Residency Office, a pre -construction conference must be arranged
and held by the engineer and/or developer with the attendance of the contractor, various County
agencies, utility companies and VDOT prior to initiation of work.
V8. The contractor shall notify the local VDOT Residency Office when work is to begin or cease for
any undetermined length of time. VDOT will also require 48 hours notice for any inspection.
V9. The contractor will be responsible for maintaining adequate access to the project from the
adjacent public roadway through construction and maintenance of a construction entrance in
accordance with the Virginias Erosion and Sediment Control Handbook, Section 3.02. Furthermore,
access to other properties affected by this project shall be maintained through construction. The
Developer shall have, within the limits of the project, an employee certified by the Department of
Conservation and Recreation in Erosion and Sediment Control who shall inspect erosion and siltation
control devices and measures for proper installation and deficiencies immediately after each rainfall,
at lest daily during prolonged rainfall, and weekly when no rainfall event occurs.
V10. Contractor shall ensure adequate drainage is achieved and maintained on the site during and
at the end of construction.
Vll. All water and sewer lines within existing or proposed VDOT right-of-way are to have minimum
36" cover and, when possible, to be installed under roadway drainage facilities.
V12. Any unusual subsurface conditions encountered during the course of construction shall. be
immediately brought to the attention of the engineer and VDOT. Work shall cease in that vicinity
until an adequate design can be determined by the engineer and approved by VDOT.
V13. All fill areas, borrow material and undercut areas shall be inspected and approved by a VDOT
representative prior to placement and fill. Where CBR testing is required, a VDOT representative
shall be present to insure the sample obtained is representative of the location. When soil samples
are submitted to private laboratories for testing, the samples shall be clearly identified and labeled
as belonging to a project which will be accepted by VDOT and that testing shall be conducted
according to all applicable VDOT standards.
V14. All roadway fill, base, subsurface material and backfill of utility/storm sewer trenches shall be
compacted in 6" lifts to 95 % of theoretical maximum density as determined by AASHTO T-99 Method
A, within plus or minus 2% of optimum moisture for the full width of any dedicated street
right-of-way. At the direction of VDOT Inspector, density tests performed by a qualified
independent agency shall be conducted as required in the VDOT Road and Bridge Specifications. A
copy of all tests shall be submitted to VDOT prior to final VDOT approval.
V15. VDOT Standard CD and UD under -drains shall be installed where indicated on these rIe 8 and
further where determined necessary by VDOT Inspector.
V16. The installation of any entrances and mailboxes within any dedicated street right-ol W :- v shall
meet VDOT minimum design standards and is the responsibility of the developer.
V17. Prior to acceptance by VDOT of any streets, any required street signage and/or paverrt- t
markings must be installed by the developer or at VDOT's discretion, by VDOT on an acco,,
receivable basis. Stop signs shall be thirty (30) inches tall with high intensity sheeting. T�:`.11
bottom of the sign shall be six (6) feet above the edge of pavement and the post shall b i!',stalled
a minimum of four (4) feet from the edge of pavement. Sign posts shall be of a type fotl.nd on
VDOT's approved list. A copy of this list may be obtained from the District Material Section.
Contact the local VDOT Residency Office with any questions regarding sign material and placement.
V18. The developer must provide to the local VDOT office a list of all material sources prior to
construction. Copies of all invoices for materials within any dedicated street right-of-way must be
provided to the local VDOT Residency Office prior to acceptance of the work. Unit and total prices
may be obscured.
V19. Aggregate bases and sub -bases shall be placed on the sub -grade by means of a mechanical
spreader. Density will be determined using the density control strip as specified in VDOVRoad and
Bridge Specifications -Section 304 and VTM-10. A certified compaction technician shall perform these
tests. A certified copy of the test results shall be provided to the Residency Office. In additions to
checking stone depths, a VDOT representative shall be notified and given the opportunity to be
present during the construction and testing of the density control strip.
V20. Asphalt concrete pavement shall be placed in accordance with the latest edition of VCT's Road
and Bridge Specifications -Section 315. Density will be determined using the density control strip as
specified in Section 315 and VTM-76. A certified compaction technician shall perform these tests.
A certified copy of the test results shall be provided to the Residency Office. A VDOT representative
shall be notified and given the opportunity to be present during the construction and testing of the
control strip.
V21. Approval of these plans; shall expire three (3) years from the date of the approval letter.
V22. Final location of CG-12 Curb Ramps shall be determined by VDOT inspector.
Fire lane markings and signage:
Any "No Parking" signs and yellow painted curb and fire lane
locations to be installed under the direction of the Fire Marshal's Office.
Handicapped parking spaces and aisles shall slope
no greater than 2% in all directions.
TRIP CENERA TION IAA T
CLASS USE PER PERSON NO. EMPLOYEES TRIP RATE VPD
THIS RE VI ON WIL. L NO T
AFF CT T 1 CENE A TI N.
AS PERFORMED BY CALLOW TRANSPORTATION CONSULTING ON SEPTEMBER 23, 1998.
EXISTING INTERMEDIATE CONTOIA;�
EXISTING INDEX CONTOUR -
PROPOSED CONTOUR
EXISTING EDGE OF PAVEMENT -
PROPOSED EDGE OF PAVEMENT
EXISTING CURB AND GUTTER
PROPOSED CURB AND GUTTER =
TRANSITION FROM CG-6 TO CG-6R =
TELEPHONE LINE - EXISTING T -
PROPOSED TELEPHONE LINE
EXISTING STORM SEWER
PROPOSED STORM SEWER =
EXISTING SANITARY SEWER
PROPOSED SANITARY SEWER -
EXISTING ELECTRIC SERVICE -
PROPOSED ELECTRIC SERVICE -
EXISTING GAS LINE -
PROPOSED GAS LINE -
PROPERTY LINE -
FLOW LINE -.
FENCE LINE
EXISTING POWER POLE
EXISTING TELEPHONE POLE
EXISTING WATERLINE W/ TEE -®
PROPOSED WATERLINE W/ TEE
PROPOSED FIRE HYDRANT
EXISTING WATER VALVE --
PROPOSED WATER METER
EXISTING REDUCER
PROPOSED REDUCER
STOP SIGN
33
330
40
EX E/P
PROP E/P
EX C&G
PROP C&G
CG-6 CG-6R
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PROP. 15" RCP
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VEHICLES PER DAY COUNT 100
PROPOSED STREET NAME SIGN -+-
PROPOSED SANITARY LATERAL CLEANOUT
SANITARY MANHOLE IDENTIFIER 12
STORM DRAIN STRUCTURE IDENTIFIER
EASEMENT LINE
CENTERLINE
EXISTING SPOT ELEVATION 12.0
PROPOSED SPOT ELEVATION 7153
EXISTING TREE DRIP LINE
EXISTING TREE 15" OAK 15" PINE
PROPOSED TREE ARM, RED MAPLE
HANDICAP RAMP (CG-12) AM
DENOTES LOCATION OF STD VDOT
CG-12 AND/OR JURISDICTIONAL
STANDARD RAMP CONSTRUCTION
PARKING INDICATOR 12
INDICATES THE NUMBER OF
TYPICAL PARKING SPACES
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No. 026715
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PROFESSIONAL SEAL 4 SIGNATURE
THESE PLANS ARE IN CONFORMANCE WITH
FREDERICK COUNTY STANDARDS AND
ORDINANCES. ANY DEVIATION OR CHANGE
IN THESE PLANS SHALL BE APPROVED BY
THE DIRECTOR OF PLANNING: PRIOR TO
CONSTRUCTION.
- - A 1 V6.
COVER SHEET
EROSION 4 SEDIMENT CONTROL
SITE PLAN
ENTRANCE IMPROVEMENT PLAN AND DETAILS
WATER LINE PLAN AND PROFILE
SWM RISER PROFILE AND CITY OF WINCHESTER,
PUBLIC WORKS DETAILS,MISC. DETAILS
BMP COMPUTATIONS 4 BMP POND ROUTING
SHEET I
SHEET 2
SHEET 3
SHEET 3A
SHEET 35
SHEET 4
SHEET 5
VICINITY MAP
SCALE 1 "= 2000'
PARCEL IDENTIFICATION NO.
STREET ADDRESS:
TOTAL AREA:
PROJECT AREA:
DISTURBED AREA:
CURRENT ZONING:
CURRENT USE:
PROPOSED USE:
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54-((A))-1
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6.50 AC
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54-((A))-16
= 2.85 AC
54-((A))-i
= 0.41 AC
B2/M2
AREA & CONSTRUCTION TRAILERS
541A) VACTORAGE
ANT
MAINTENANCE
BUILDING
B2 M2
SETBACKS: REQUIRED PROVIDED REQUIRED PROVIDED
FRONT 35' 35' 75' 75'
REAR - - 25' 25'
SIDE - - 25' 25'
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MAXIMUM HEIGHT: 35' 35' OR LESS THAN 60' 60' OR
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H.0 PARKING CALCULATIONS
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EXISTING EMPLOYEES CURRENTLY UTILIZE THE ADJACENT PARKING AREA FOR MAIN OFFICE
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EXISTING EMPLOYEES TO OCCUPY PROPOSED BUILDING = 20
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EXISTING EMPLOYEES TO OCCUPY OFFICE AREA = 7
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EXISTING EMPLOYEES FOR MAINTENANCE AREA = 13
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iQUIRED SPACES FOR OFFICE, 1 PER 250 S.F.
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OFFICE APPROX. = 3000/250 = 12 SPACES
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REQUIREI:3 SPACES FOR MAINTENANCE, 1 PER EMPLOYEE
MAINTENANCE = 13 SPACES
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H.0 REQUIRED 1 PER 25 SPACES = 1 REQUIREDM
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H.0 PROVIDED = 2 (VAN ACCESSIBLE)
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LANDSCAPED AREA CALCULATIONS "' o
LANDSCAPED AREA REQUIRED 15% = 0.98 AC Q �'
LANDSCAPED AREA PROVIDED 15.8% = 1.03 AC M
F.A.R. CALCULATIONS
DOT 54-((A))--16 AREA = 259,182 S.F.
'SOT. BUILDING AREA = 12,960 S.F (*)
PROF. r 7J:T,DING / LOT AREA = 0.05 < 1.0
(*) PROPOSED BUILDING DIMENSIONS SHOWN ON PLAN ARE APPROXIMATE,
ARCHITECT SHALL PROVIDE ACTUAL DIMENSIONS WITH BUILDING PERMIT
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APPLICATI`''
NO PROPOSED SITE LIGHTING AT THIS TIME
NO ADDITIONAL PARKING REQUIRED FOR THE MAINTANCE BUILDING
CONTRACTORS NOTES:
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1. ALL EXISTING TOPOGRAPHIC & SURVEY INFORMATION PROVIDED BY
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VIRGINIA MAPPING INCORPORATED. CONTRACTOR SHALL FIELD
VERIFY EXISTING UTILITIES AND TOPO.
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2. CONCRETE & PAVEMENT SECTIONS SHALL BE FIELD VERIFIED BY
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CERTIFIED GEOTECH ENGINEER THROUGH THE OWNER.
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3. DEMOLITION OF STRUCTURES SHALL COMPLY WITH THE VIRGINIA UNIFORM STATEWIDE BUILDING
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CODE AND SECTION 110, 111, 112, AND 113 OF THE BOCA NATIONAL CODE/1996.
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INSPECTOR NOTE:
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BUILDING SHALL COMPLY WITH THE VIRGINIA UNIFORM STATEWIDE BUILDING CODE AND SECTION 311,
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USE GROUP (STORAGE) OF THE BOCA NATIONAL CODE/1996. OTHER CODE THAT APPLIES IS CABO A
117.1-92 USABLE AND ACCESSIBLE BUILDING AND FACILITIES
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ALL DOORS HANDLES SHALL BE LEVER TYPE AS PER ADA REQUIREMENTS CONTRACTOR
SHALL REFER TO CHAPTER 17 OF BOCA, SPECIAL INSPECTIONS SHALL APPLY WHERE REQUIRED
r✓®\/#P._R SHEET
Project Name:
MAINTENANCE 5UILDING
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Owner: Address, Including zip Code 4 Telephone No.
ID ^k40C �, ®SRSB�2 'NGERA®
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(540) 665-3286
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Developer: Address, Including zip Code 4 Telephone No.
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SAME AS 450VE
SAME AS ABOVE
' Engineer Certirging�W Plan:
I I Address, Including zip Code 4 Telephone No.
I A � 151 WINC)Y HILL LANE
I � I � WINCHESTER, VIRGINIA 22602
PHONE: (540) 662-4185
APPROVAL
FREDERICK COUNTY ZONING ADMINISTRATOR DATE
• 51TE PLAN VALID FOR (5) FIVE YEARS FROM DATE OF PLANNING DEPARTMENT APPROVAL
51TE PLAN VALID FOR (2) TWO YEARS FROM DATE OF FRED. CO. SANITATION AUTHORITY APPROVAL
DATE: MAY, 2003
SCALE: N/A
DESIGNED BY: TNA/JNT
FILE NO. 2339
SHEET 1 OF 5
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DISTANCE IS d• LRRDIUN F FLOW
LIs TOWARD EIM-401ENT
OPTIONAL STONE COMBINATION
I-W IN
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FLOW
s.s•
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1n REPLACE SILT FFNCE IL • HORSES 1 E • "MEN
HCH VEWCftY OF FLOW IS DPECCTED
SLICE: ADAPTED Own VWT StvAa d 9W.b wA Ya OSWC PLATE. 3.08-1
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SECTION0FMVW PLAN VIEW
UK
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ACRES: 5.95 $
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I ATER M ER 77 �RID R ff vcKEY, INC:!Jim r'ruNG ADEGKIJSUMA
I, aI BYPASS LI / k L 7 / J ZONE0:Rd No. 02 715
k fB ' - ._ - _ / U E: vACANTJ/RE I A J ` _ GV
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O`SIGNAL
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/ 1 �\ � �. �3 '':•'. � 0 �10 i�i=� � DUSTRIES, INC. RY M.•,�,lE� P��x
' / I ZONE : B-2 USE: ZONE Ri`_nE:RESIDEi�TIAL \ B: 888 / 1 �6. 1 \ �°
ANT/ E61DENTIAL B: 7 I E\ >e^clErezY
�.. _ a
I\ \'O I DB: r09 / PG: I l85 THOMAS B. RUNBACK ,.,�Uff
\ ! 1 7a LO 2� Dl5 836 / PQr 42 k 7/43 ZONED: RP USE: V ANT/RESIDENTIAL i I 54A-1-9 1 I sI i FLE
\ \ I 7/43 Jn DB: 31 PG: 392 I 7gb 54A-1-8 DREW 4 DOROTHY TILL d
! L I n 7/3 l \ Q r ! - \ I JANE LLOYD I ZONED: RP\ I \
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/ 6 1 7p7 I: ;:.:t, l \ USE: RESIDENTIAL DD: 11 , ONE STORY
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SHOGKEY'S "ts -
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PP i \ - \ N, s ` \ \ k BRICK BLDG.
/ � I OFFICE :i .• "���f!!''"' � .-._ -.. _.. _
/ ( ) \ l PC0i4 7k
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i 1 54A-I-15A EX. F ER OF C 1 > .7 � ''° r--• �- - I \�
J \ SH KEY INDUSTRIES, INC. P I \
ZO ED: M-2 USE: OFFICE RIM= 21-
/ k\ ! \ 13:634 / PG: 801 1 TR 4Pi20T CTi -
/ \ ACRES: 3.11 I `�� y Z I ®. J I - - - 1I I 7 ..®
SHOCKEY MAINTENANCE BUILDING Maintenance Program: The erosion and sediment control measures 1
E45 NARRATIVE installed on the site shall be maintained by performing the
following. I ex.
I. The site superintendent shall inspect all erosion and sediment \ 1 ) RIM013.16
21bDescription: the proposed protect consists of approximately control devices after each rainfall and at least daily during � -1�
the �
he widening of the existing entrance. acres to be disturbed for d new maintenance budding and prolonged rainfall. Damaged or deficient controls shall be
t_ - 35`31T _
repaired or improved immediately. r --
ate of construction: Construction will begin Following plan 2 The site superintendent shall inspect daily the areas,^,-k1
approval and will take approximately one (I) year to complete. construction activity to insure erosion control effectiveness. sn,7 =mta #�,t.s nt.a •�„s
x �tt.6
Additional measures shall be installed immediately where
deficiencies are round. i�w_�-w key w w
Existing site conditions: The area to be disturbed for the 3. Permanent erosion control measures include the BMP pond and / /
maintenance building Is currently a gravel parking area used for / k
g .
store
the installation of riprap at the outfall pointDue to the minimal
e. The area in which will be disturbed for the widening
g
OF Impact at the existing entrance no stormwater management shall be
the exiettng entrance is a grass yard area. provided with the exception of grading to ensure positive flow
Adjacent areas: This protect is bounded to the North 4West by For paved surfaces disturbed in the construction process.')
Winchester 4 Western Railroad and to the South by the Shockey Erosion and sediment control program:
Companies main office. To the east is land owned by Crider 4 I l L
Shockey and some residential lots, which are screened by an 1. Hold pre construction meeting on site. I e
existing concrete wall. 2. Install construction entrance.
3. Clear and grub the areas.
Soils information: The existing soil conditions were obtained From 4. Rough grade and install all Erosion control measures in
the USDA Soils Survey For Frederick County. On -site soils belong addition to the BMP facility.
gas %5 EX. BQ LARD I - I 7/72 1 II k I I \ I rr�
:: • I EX. W.V. COVNS °3�' W /315 Z0' l I 1-1
N.
7h� I I i
y.... ` k 70
7�j 7 k Q
7�� Q
• �`• " � \ -LIMITS OF CLEARING 4 G DING 7{g9 � / Al 4s \ \ r I,
. -
,VALVE {: �: k• � ! ,,, I � - •19g 4 � � + t� \ n6'M4PLE • , _4� w E-1 Z
- 04 100.E .r. w
_ _ r w
$gF--as-•�• yt`. .+;'o a.'9a Da► 0At 0,6t a D.ua \ \ .F-•1
..a . ) \
kr ape „.,T k7�.-i -iuw 7 w w-mow wk s w k 7�3 k6 k 7�s h 7ks 1 \ Q
r - UB.IROUIE 111 -- - ------ -,--------�- _Z
' _- - - - r••2T-- -•.'.. -�� -- \ ECo ,�� �/ �P // _ � �
7 0O / r T r ---- �P T J-_-~ r `T T
7/� I I k roo 30 0 60 120 O Q
k 1144 I k )4552 ,t / k I / � W W
744 I // 073J
'` SC L I" = �00' O
� W
to the Frederick Poplimento Loam association (1415). This soil is 5. Grade the site and in stall new Entrance area. RESPONSIBLE LAND DISTURBER
very deep, gently sloping, and well drained. Permeability is 6. Fine grade and install the new gravel sub -base For new
moderate, runoff is medium, and erosion hazard is moderate. The building area as well as prepare and entrance area for base
surface layer of the Frederick soil consists or l inches or dark
brown loam and is underlain by yellowish silty clay. In addition the paving.Temporary soil stabilization shall be applied to all disturbed NAME.
surface layer or the Poplimento soil consists of 5 inches of dark areas within 14 days if the area is to remain dormant For more than CERTIFICATION
yellowish brown loam and is underlain by brown clay. This soil 21 clays.#�
belongs to hydrologic soil groups B 4 C. S. After approval by the inspector, remove the temporary control
Critical areas: There are no critical areas on this site. devices and stabilize the areas disturbed during removal.) DATE.
ulNote:ar ui Frederick County and VDOT retains the right to add
Erosion and sediment control measures: Control of erosion and and/or modify these erosion and sediment control measures during THE RESPONSIBLE LAND DISTURBER
sedimentation for this site shall be achieved by installing the the construction process, within reason, to ensure adequate
Following. protection to the public and the environment.
I. Construction entrance. IS THE PARTY RESPONSIBLE FOR
2. Reinrorced slit fence. Seedingschedule (soil stabilization):
3. BMP pond CARRYING OUT THE LAND DISTURBING
I. Spread topsoil at a minimum depth of four (4) inches.
2. Incorporate pulverized agricultural limestone into the topsoil at ACTIVITY AS SET FORTH IN THE PLANS.
Permanent stabilization: Once construction is complete, all a rate of 92 lbs. per 1,000 square feet (2 tons per acre).
disturbed areas not built upon or graveled shall be permanently 3. Fertilize with 10-10-10 fertilizer at a rate of 23 Ibs per 1,000
seeded in accordance with the VESCH manual. square feet (1,000 Ibs per acre). CONTRACTOR NOTES:
4. Seed all areas with a seed mix consisting of 611"o Kentucky 31 THE CONSTRUCTION ENTRANCE SHALL BE PROPERLY
Stormwater management: Sheet 5 Tall Fescue and 339. Red Top Clover. MAINTAINED, FOR WHICH AT ANY TIME DURING CONSTRUCTION
5. Mulch all seeded areas with straw mulch applied at a rate or THAT THE COUNTY IS NOTIFIED ABOUT MUD BEING TRACTED
3,500 [be per acre, anchored with cutback or emulsified asphalt ONTO ROUTE II (MARTINSBURG PIKE), THE COUNTY WILL REQUIRE
applied at a rate of 200 gallons per acre. INSTALLATION OF A WASH RACK WITH WATER SUPPLY AND A
SEDIMENT TRAPPING DEVICE.
MAXIMUM TAIL WATER CONDITION MINIMUM TAIL WATER CONDITION
NTS NTS
3Do Ho
0
Do a Do
C J
+ +
5 3 2 3
PIPE
OUTLET -� I Min,
1 Min.
DIAMETER OUTLET
La PIPE
DIAMETER La
LS
STR PIPE Q 10 VEL Channel Channel Tail Crushed Stones Apron length(La) Apron Width(W)
NO. Do(Inch) ICES) (FPS) N D(ft) Water Class Type-dla. MIN. (FT) MIN, (FT)
A 12 0,25 2.04 0.05 NA MIN. IA d50-6' 4ft Oft
DRIP LINE
•-. DEVICE
CLEARING 'MAXIMUM LIMITS GRADING -
PROPOSED GRADING
WHERE DRIPUNE
IS LESS THAN
5.
• • OPERATIONS
TO • • • PROTECTED"
Source: Public Facilities - Manual,- Fairfax Co., Va., 1976 Plate 3.38-1
- -
NO. KEY 5YNi5OL
3.05 O X-� -)-
335 TP 0-0-0
3.08 CIP 6
O
DE5GRIPTiON
SILT FENCE
TREE PROTECTION
CULVERT INLET PROTECTION
PERMANANT SEEDING
LiMiTS OF CLEARING 4 GRADING
DRAINAGE DIVIDES
DATE: MAY, 2003
SCALE: 1" = 60'
DESIGNED BY: TNA/JNT
FILE NO. 2339
SHEET 2 OF 5
V
MAXIMUM TAIL WATER CONDITION MINIMUM TAIL WATER CONDITION
NTS NTS
3Do Ho
0
Do a Do
C J
+ +
5 3 2 3
PIPE
OUTLET -� I Min,
1 Min.
DIAMETER OUTLET
La PIPE
DIAMETER La
LS
STR PIPE Q 10 VEL Channel Channel Tail Crushed Stones Apron length(La) Apron Width(W)
NO. Do(Inch) ICES) (FPS) N D(ft) Water Class Type-dla. MIN. (FT) MIN, (FT)
A 12 0,25 2.04 0.05 NA MIN. IA d50-6' 4ft Oft
DRIP LINE
•-. DEVICE
CLEARING 'MAXIMUM LIMITS GRADING -
PROPOSED GRADING
WHERE DRIPUNE
IS LESS THAN
5.
• • OPERATIONS
TO • • • PROTECTED"
Source: Public Facilities - Manual,- Fairfax Co., Va., 1976 Plate 3.38-1
- -
NO. KEY 5YNi5OL
3.05 O X-� -)-
335 TP 0-0-0
3.08 CIP 6
O
DE5GRIPTiON
SILT FENCE
TREE PROTECTION
CULVERT INLET PROTECTION
PERMANANT SEEDING
LiMiTS OF CLEARING 4 GRADING
DRAINAGE DIVIDES
DATE: MAY, 2003
SCALE: 1" = 60'
DESIGNED BY: TNA/JNT
FILE NO. 2339
SHEET 2 OF 5
V
LS
STR PIPE Q 10 VEL Channel Channel Tail Crushed Stones Apron length(La) Apron Width(W)
NO. Do(Inch) ICES) (FPS) N D(ft) Water Class Type-dla. MIN. (FT) MIN, (FT)
A 12 0,25 2.04 0.05 NA MIN. IA d50-6' 4ft Oft
DRIP LINE
•-. DEVICE
CLEARING 'MAXIMUM LIMITS GRADING -
PROPOSED GRADING
WHERE DRIPUNE
IS LESS THAN
5.
• • OPERATIONS
TO • • • PROTECTED"
Source: Public Facilities - Manual,- Fairfax Co., Va., 1976 Plate 3.38-1
- -
NO. KEY 5YNi5OL
3.05 O X-� -)-
335 TP 0-0-0
3.08 CIP 6
O
DE5GRIPTiON
SILT FENCE
TREE PROTECTION
CULVERT INLET PROTECTION
PERMANANT SEEDING
LiMiTS OF CLEARING 4 GRADING
DRAINAGE DIVIDES
DATE: MAY, 2003
SCALE: 1" = 60'
DESIGNED BY: TNA/JNT
FILE NO. 2339
SHEET 2 OF 5
V
DRIP LINE
•-. DEVICE
CLEARING 'MAXIMUM LIMITS GRADING -
PROPOSED GRADING
WHERE DRIPUNE
IS LESS THAN
5.
• • OPERATIONS
TO • • • PROTECTED"
Source: Public Facilities - Manual,- Fairfax Co., Va., 1976 Plate 3.38-1
- -
NO. KEY 5YNi5OL
3.05 O X-� -)-
335 TP 0-0-0
3.08 CIP 6
O
DE5GRIPTiON
SILT FENCE
TREE PROTECTION
CULVERT INLET PROTECTION
PERMANANT SEEDING
LiMiTS OF CLEARING 4 GRADING
DRAINAGE DIVIDES
DATE: MAY, 2003
SCALE: 1" = 60'
DESIGNED BY: TNA/JNT
FILE NO. 2339
SHEET 2 OF 5
V
HC P,4RKING DETAIL - SCALE: 111 =10'
i6" I, A
WHEEL STOP DETAIL
NOT TO SCALE
53"
11
if SECTION A -A
16"
RUBBER HOSE
GUY WIRE 012 GAUGE
TURNBUCKLE
TREE WRAP WITH 50: OVERLAP
FLAGGRJG TAPE ON EACH WIRE
2" DOUBLE SHREDDED HARDWOOD
MUL04/3" SAUCER. PLACE TOP I/8"OF
ROOTBALL ABOVE FINISH GRADE
3 STAKES
SACKFILL
ROOTBALL-REMOVE TOP 1/3 OF
BURLAP AND CUT ROPE AND/OR
REMOVE WIRE BASKET FROM BALL
LIGHTLY COMPACTED SETTLING MOUND
TYPICAL PLANTING: DETAIL-- TREES OVER 2-1/2" CALIPER
m
(NOT TO SCALE)
r TREE LEVEL AND PLUMB --STRAIGHTEN
'91'09TI - bET {1 0 TF ED
ADE
SASE WIRE AROUND TRUNCK IN BLACK
3BER HOSE. SECURE AT HEIGHT ABOVE
SHED GRADE EQUAL TO 1/3-1/2 OF TREE
1OVE TOP 1/3 OF BURLAP AND CUT ROPE
�)/OR REMOVE WIRE BASKET FROM BALL
' WIRE 012 GAUGE
BLE SHREDDED HARDWOOD
SOIL SAUCER
TAKES
:KFILL
Y COMPACTED SETTLING MOUND
''GRADE
TYPICAL PLANTING DETAIL-- EVERGREEN TREES
(NOT TO SCALE)
J
HfiiGHI0BJECT=111.40 k
/2 �
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k S i1 �--•�-- � -�
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Ic-
7192
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72
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\ .' � � . � -► � 54 - A -16 �::� -► k �, "w i x x
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/ , 1 4 R MOVED OR RELOCATED / \ x '�
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OFFICE
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71ia \ ZO Ep: M-2 USE: OFFICE
k1 \ \ �}75:634 / PCs: WI I C.
(( ACRES: 31,1
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t1 PROP9GONG / / VALLEY GUTTER6 02i0 SLO E
(SEE DETAI. SHEET 3A) k zm ARTII sm
ABR KEY QTY. BOTANICAL NAME COMMON NAME SIZE MIN. SPACING CONT. REMARKS
PS O 116 PINUS EASTERN WHITE PINE
strobus 48�� B
HGT. AS SHOWN 45 Evergreen
QR 38 Quercus Rubra Northerr Red Oak 3" CAL. AS SHOWN 545
AR ® 19 Acer rubrum Sp RED SUNSET MAPLE 3" CAL. AS SHOWN B4B
BUILDING NOTES:
BUILDINGSHALL COMPL Y WITH THE VIRCIN(A UNIFORM STATEWIDE BUILDING CODE AND SECTION
N 311,
USE GROUP (STORAGE) OF THE BOLA NATIONAL CODE/1991o. OTHER CODE THAT APPLIES IS CABO A
1111-92 USABLE AND ACCESSIBLE BUILDING AND FACILITIES.
EGRESS DOORS SHALL MEET THE REMOTENESS REQUIREMENTS IN BOCA.
CHAPTER I'l OF BOCA SPECIAL INSPECTIONS SHALL APPLY WHERE REQUIRED
PROPOSED BUILDING DIMENSIONS SHOWN ON PLAN ARE APPROXIMATE, ARCHITECT SHALL PROVIDE
ACTUAL DIMENSIONS WITH BUILDING PERMIT APPLICATION.
CONTRACTORS NOTES:
I. ALL EXISTING TOPOGRAPHIC 4 SURVEY INFORMATION PROVIDED BY
VIRGINIA MAPPING INCORPORATED. CONTRACTOR SHALL FIELD
VERIFY EXISTING UTILITIES AND TOPO.
2. CONCRETE 4 PAVEMENT SECTIONS SHALL BE FIELD VERIFIED BY
CERTIFIED GEOTECH ENGINEER THROUGH THE OWNER.
CD
Z1
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3 y �v,x1� I 4 C� �, „�,EX C0 GONCRcTE SGREENINC7 WALL 25' QI + to
rn
EX. BLDG. / I �-b . ••�` - - - 25' PSZL + + +
I
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mac-`. + _J +
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IN35°30'41" E 953.94' � �54-A-10
\a _ X. GA5 VAL\ E 70a7 1 \ RID `z--
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X. WATf~R M ER EX 6' CD CRE � � NI 1 ALL L 7� g / U E: / c;AN17/RE$_P01
EX. TREES 10 BE UTILMF.!? AS BUFFER 7, p :860 / PG: 458
NEW MA TER BO spy k 7 7 EX ATURE TREES "�'° - X MATURE T EE5 ; / t � `� `�
1�cn SIE``l X. METE �� 7
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PROP. HEAVEY DUTY PVMT. SECTION
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PAVEMENT ECTION
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--a 11 215
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MATCH EXISTING ENTfRANCE
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EXISTING GROUND
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----------------------
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4000 PSI IF PRECAST.
3. COMBINATION CURB & GUTTER HAVING A RADIUS
SHALL
300 FEET OR LESS(C FACE.
NOTES:
1. THIS ITEM NAY BE PRECAST OR CAST IN PLACE.
CONCRETE TO BE CLASS A3 IF CAST IN PLACE,
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4. THE DEPTH OF CURB MAY BE REDUCED AS MUCH AS 3"
(15" DEPTH) OR INCREASED AS MUCH AS 3" (21" DEPTH)
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REQUIREMENTS
5Hcc<Ey15
OFFICE
54A-1-15A CLEA OUT BOX
SHOCKEY INDUSTRIES, INC.
ZONED: M-2 USE: OFFICE UTILI E BOX,
DB:634 / PCx: Sml I R DAT�4ILD STER
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LOT I DP: SC PGA: 1105
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CONSTRUCTION NOTE:
CONTRACTOR SHALL FIELD VERIFTY ALL EXISTING
UTILITIES CROSSING PROPOSED WATER LINE PRIOR TO 'TART OF CONSTRUCTION
SIZE OF PROPOSED WATER SERVICE LINE SHALL BE DETERMINED AT TIME OF
FINAL ARC:HITECTUAL PLAN
10+50 I I +00 11 +50 12 +00 12 +50 13 +00 13 +50 14+00 14+50 15 +00
WATERLINE PROFILE
SCALE: HORIZ. V=50'
VERT. I I1= 5'
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REMO�YE EX. METER �
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TOUCHREAD PADS:
8" METER & STRAINER 2" D'OC BYPAS 8" D.D.C. VALVE 8" OS,&Y
(see note #4 liT''RB see note #3) GATE VALVE
TYP OF 3)
8"x8"x8 —
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(TYP OF 4) FOR DRAIN AT JOINT
NOTES: SECTION A —A
1. CLEAR FLOW VAULT SHIPPED IN TWO PIECES TO BE ASSEMBLED BY THE CONTRACTOR
2. HEAVIEST LIFT APPROXIMATELY 45,000 LBS.
3. 8" AMES 3000SS DOUBLE DETECTOR CHECK VALVE w/METERED BYPASS & TOUCHREAD TR/PL PAD
4. 8" SENSUS W-3500 DR TURBO METER WITH UL/FM COMPACT FIRE SERVICE STRAINER & TOUCHREAD
DESIGN VIRGINIA
DRAWN CHECKED THE CLEAR FLOW CO. 8" :FIRE SERVICE
APPROVED P. 0. BOX 1467 METER VAULT
REVISIONS DATE 1321 NORTH DELPHINE AVENUE
DISKETTE NAME: MTR-8FM6 WAYNESBORO, VIRGINIA 22980 W/8 /1 MASTER METER
MODIFIED BY GREENWAY />B/o3 (540) 949 - 8389
& 8 itFIRE OUT
PROJECT NO. 2339 0 PRINTOUT NOT TO ANY SCALE •
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CITY OF WINCHESTER, VA ' ` ' SUPPLIED BY THE DEPARTMENT OF PUBLIC UTILITIES
DEPARTMENT OF PUBLIC UTILITIES • FUNGED ANGLE METER VALVE SMALL HAVE '0'
RWC TYPE FLANGE METER SUPPORT BRACKETS
• 2'- FORD COPPERSETTER MODEL / VBHH77-158HC-11-77 BACK FLOW DEVICE REQUIRED AS SET FORM IN CITY CROSS
• 1-1/2 FORD: SAME LAYING DISTANCE CONNECTION CONTROL PROGRAM
AS 2" WITH ONE PAIR OF 2" ■ 1-1/2' • BACKFLOW DEVCE MAY NOT BE INSTALLED IN METER VAULT
METER ADAPTERS, FORD
PART III A67 • METER SETTING TO DE FORD CUSTOM SETTER OR APPROVED EQUAL
• PRECAST VAULT AS MANUFACTURED BY THE CLEAR FLAW
COMPANY OF WAYNESBORO, VA OR APPROVED EQUAL
17" o
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2" OR 1 1/2 TYPE "K"
COPPER PIPE (TYP)
PLAN VIEW
24" x 36"
ALUMINUM
BALL VALVE CURB STOP WITH 2" ACCESS HATCH
GATE VALVE OPERATING NUT HALLIDAY
FORD MODEL 844-777 W/ , .. , , , (SIR-2436)
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1 1/2" OR 2" METER SETTER VALVE
4" DIAMETER
FORD CUSTOM SETTER
BLOCKOUT
SECTION VIEW FOR DRAIN
STANDARD
1 1/2 & 2" METER INSTALLATION
DATE: 9/01
DETAIL N0.
SCALE: NONE
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CITY OF WINCHESTER, VA
1) PRECAST VAULT B/ THE CLEAR FLOW 00. OF WAYNESBORO, VA
DEPARTMENT OF PUBLIC UTILITIES
OR APPROVED EQUAL
2) METER SIQLL BE FURNISHED BY THE DEVELOPER AND APPROVED
BY THE DEPARTMENT OF UTILITIES.
3) All F ITINGS SHALL BE MECHANICAL JOINT.
4) SUBBASE UNDER THE VAULT SHALL 13E A MINIMUM OF 6" VDOT
057 STONE
a' It I/2"
10"
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STANDARD TYPICAL COMPOUND METER SERVICE DATE: 9/01
DETAIL N0. INSTALLATION AND VAULT DETAIL
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SCALE: AS SHOWN
DESIGNED BY: TNA/JNT
FILE NO. 2339
SHEET 3B OF 5
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CITY OF WINCHESTER, VA
DEPARTMENT OF PUBLIC UTILITIES
PREMAN FACTURED
T EE aR WYE
4B•
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STACK
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PAELLA 1UDEI. vassv-csx (e•)
INVERT E- HOUSE CDNN. TO BE
AT CRDVN OF SEVER
SPRING LrHE
STANDARD STANDARD SANITARY DATE: 9/01
DETAIL NO. LATERAL CONNECTION
SS-4 SCALE: NONE
CITY OF WINCHESTER, VA 24" DIA. X 30' HIGH
DEPARTMENT OF PUBLIC UTILITIES MIETERDENSITY
BOX POLYETHYLENE
1' COPPER i' COPPER
TUBING _ TUBING
TYPICAL METER SETTING INCLUDES:
i' METER hy
i' METER SUPPLIED BY THE CRY OF WINCHESTER
YOKE INLET VALVE -FORD MODEL BA94-344W
'•'•^......::..:
:•
•�
YOKE OUTLET VALVE - FORD MODEL HHCA94-444TV
YOKE BARS - FORD Y504
CORPORATION STOP - FORD 1' MODEL M600
METER BOX COVER - X32T WITH STANDARD PENTAGON NUT
COVER EXTENSION RING - EXT i
METER BOX - 24'X30' HIGH DENSITY POLYETHYLENE
2
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VARIES
QUARTER BEND-L04-44
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DOUBLE
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(WI VALVE INLET,
BOTH ENDS COPPER)
TYPE „K.
n1PECOPPER
1 COPPER
1t TUBING
TUBING
1"-1/4 BEND
4" MIN. #57 STONE
1" TAP
TOP OF MAIN
FIRM UNDISTURBED
1 BRASS EARTH
COUPLING NUT
CRIMPED
1" COPPER PIPE OUTLET
WATER MAIN CORPORATION COCK ASSEMBLY
STANDARD TYPICAL 1 INCH WATER SERVICE DATE: 9/01
DETAIL NO. SCALE: NONE
WD- 3
CiTY OF WINCHESTER, VA DEPARTMENT OF PUBLIC UTILITIE TYPICALRESILIENT SEAT VALVE INSTALLATION:
VALVE BOX AND BOOT SHALL BE CAST WON
VALVE BOX 07 M %VU BE WARM iUTM-
VALVE TOP S1tALL BE FLUSH WITH FINISHED GRADE
La• X 13• CONCRETE PAD SHALL BE PLACED AROUND
VALVE BOXES LOCATED OUTSIDE OF PAVEMENT AREAS
VALVE BOX SHALL BE SCREW TYPE FOR ADJUSIMIXF
s
1
MECHANICAL J*W FITTINGS AND PIPE RESTRAINED
BY USING MEGA -LUG RESTRAINING FLANGES
STANDARD TYPICAL VALVE & BOX INSTALLATION DATE: 9/01
DETAIL N0. SCALE: NONE
WD- 9
CITY OF WINCHESTER, VA
DEPARTMENT OF PUBLIC UTILITIES
2" MIN.
6" MAX.
FIRE HYDRANT SHALL BE TRAFFIC MODEL
RESTRAINTS SHALL BE BY MEGA -LUG FiANIGES
4 - 1/2' STREAMER NOZZLE SHALL FACE THE ROADWAY
08
WINCHESTER APPROVED
FIRE HYDRANT
15' SQ - 4' THICK
CONCRETE PAD REQUIRED
IN UNPAVED AREAS
SCREW TYPE
Z
ADJUSTABLE
VALVE BOX
7 CU. FT, MIN.
#57 STONE
'
°
GATE VALVE
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CONCRETE,
THRUST BLOCK
o
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HYDRANT TEE
BOND BREAKER
ONE LAYER #15 FELT
18'
STANDARD
DATE: 9/01
FIRE HYDRANT INSTALLATION
DETAIL NO.
SCALE: NONE
WD- ,8
i a► A NOTES: HOOK BOLTS OR TIE BARS ARE TO BE PLACED IN THE SAME HORIZONTAL PLANE I PR-3
t 4 BARS AT 30" C.C.± 2" - AS t4 TRANSVERSE BARS. WHERE NECESSARY ADJUST THE LOCATION
OF HOOK BOLTS OR TiE BARS TO A 2/2" MINIMIN CLEARANCE BETWEEN HOOK BOLTS
OR TIE BARS AND TRANSVERSE BARS.
B
C>
Z
Z
O
TRANSVERSE CONSTRUCTION JOINT BARS ARE TO BE PLACED IN THE SAME HORIZONTAL
AS #5 LONGITUDINAL BARS.
#5 LONGITUDINAL BARS ARE TO BE LAPPED AND TIED IN THE SAME HORIZONTAL PLANE.
FOR 36' WIDTH PAVEMENT USE SINGLE 12' LANES WITH 2 LONGITUDINAL
CONSTRUCTION JOINTS OR 12' AND 24' LANES WITH ONE LONGITUDINAL
CONSTRUCTION JOINT AND ONE GROVED LONGITUDINAL JOINT. TRANSVERSE
BARS SHALL NOT EXTEND THROUGH LONGITUDINAL CONSTRUCTION JOINTS,
BUT SHALL EXTEND FULL LENGTH l23'-91 FOR GROOVED LONGITUDINAL JOINTS.
8"
255
20'
6'-8"-►1..- 6'-B" - �j�6'-8" SMOOTH SURFACE TO BE STEEL TROWELED
CONVENTIONAL8" IN FROM THE EDGE OF PAVEMENT
o PLAIN EVERY 500 FEET, AND STATION
CONCRETE TRANSVERS NUMBER STAMPED INTO IT.
CONST.
o D� PAVEMENT JOINT STD. THE DATE IS TO BE SHOWN IN
q iv PR-2 A SIMILIAR MANNER AT THE .
LONGITUDINAL CONST. JOINT BEGINNING OF EACH DAYS POUR.
O I F� 15" I BOTH OUTSIDE EDGES OF DIVIDED HIGHWAY
o tWI7H 36'PAVEMENT TO BE STAMPED. ONE EDGE OF UNDIVIDED
15" 5 HOOK BOLTS
END LAPS OF BARS TRANSVERSE CONSTRUCTION JOINT. HGHWAYS WHERE FEASIBLE. (TRAVEL LANE)
TO BE STAGGERED LONGITUDINAL STEEL TO CONTINUE OR TIE BARS tSTD.PR-2) 0 20"
ON ANGLE OF 45• THROUGH JOINT t^ ALONG FULL OEDLENGTH) LONGITUDINAL.
DESIRABLE, 30• MIN. CONSTRUCTION
CONTINUOUSLY AVM REINFORCED CONCRETE JOINT
E
PLAN-RAMP & MAIN LINE CONNECTION EXTRA *5 LONGITUDINAL
ZZ
+1 24'-0' BARS 6'-0" LONG
12'-0" 12'-0" EDGE OF PAVEMENT CENTERED OVER LAP
LONGITUDINAL
n f`' 3" # 4 TRANSVERSE BARS 3 3„ 3 CENTER LINE
AT 30" C.0 ± 2". GROOVED LONGITUDINAL JOINT 1%Z' HOOK BOLT
OR TIE BAR
I 4V2 , 4/2" Ir 12' LANE _I
4%2' Fes- SECTION C-C
6 CHAIRS PER 12' LANE AT 2'-3" 6 CHAIRS PER 12' LANE AT 2'-3"111. LONGITUDINAL CONSTRUCTION
JOINT WITH 36' PAVEMENT. TYPICAL
#5 BARS AT 6" C.C. ± 1" *5 BARS AT B" C.C. ± 1" LONGITUDINAL LAP
(GRADE 60) (GRADE 60)
SECTION A -A it BARS TO BE SECURELY
NO LAP WITHIN 3' BACK FASTENED TO PREVENT
NO LAP WITHIN T BACK TRANSVERSE CONSTRUCTION JOINT TRANSVERSE CONSTRUCTION JOINT SEPARATION DURING
OF CONSTRUCTION JOIN OF CONSTRUCTION JOINT CONCRETE PLACEMENT.
NO LAP WITHIN 8' AHEAD OF CONSTRUCTION JOINT NO LAP WITHIN 8' AHEAD OF
CONSTRUCTION JOINT #5 HIGH YIELD BAR
t5 BARS t5 BARS , :: 6'-0" LONG SYMMETRICAL
6'-0" " LONG 3' x x 10' 6'-0" LONG 3' WITH LAP SPLICE.
0 12' C.C. 3 3 t5 LONGITUDINAL BARS Q 12" C.0 33' 3'C
1 (GRADE 60)
T 8"
372' 2: %2'1 T 3'/z" ±Viz"
15' 32" *5 LONGITUDINAL
# 4 TRANSVERSE BARS AND # 4 TRANSVERSE BARS AND BARS (HIGH YIELD)
CHAIRS AT 30" C.C. CHAIRS AT 30" C.C. C-.MJ (GRADE 60)
SECTION B-B SECTION B-B
DOUBLE LAP METHOD =; DOUBLE LAP REQUIREMENT (32") AND THE EXTRA
BAR METHOD APPLY ONLY TO LAPS FALLING WITHIN EXTRA BAR METHOD
AN AREA OF 10' BEYOND THE CONSTRUCTION JOINT. SHEET 2 OF 4
SPECIFICATION REFERENCE 8" THICK CONTINUOUSLY REINFORCED CONCRETE PAVEMENT
3i6 (STEEL BAR REINFORCEMENT)
VIRGINIA DEPARTMENT OF TRANSPORTATION 301.07
mmm
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■■
SHOCKEY MAINTENANCE BUILDING
STORM WATER MANAGEMENT NARRATIVE
Storm Water Qua lity or BMP (Best Management Practice) Pond is provided using Northern
Virgginia BMP Handbook criteria to calculate the BMP storec1 a requirement and to calculate
orifice diameter for 48 hours full draw down. The rational method was used 1n determininq the
post -developed runoff rates. Hydraflow 2002 program was used for analyzing the pond
sizing, and pond routing. RainFaIFhydrogra hs were computed using Frederick County's rainfall
duration. The Virginia Erosion and 5edimen Control Hand Book and Virginia Drainage Manual
were used for determining the coefficients of runoff for post -developed conditions. Due to
mostly impervious condition, the time of concentration of five minutes is used to determine
the peak Flow to the BMP Pond.
The entire drainage area of 611 acres controlled to BMP Pond mostly are impervious
(Existin Concrete Plant and Storage Area) with a few area along the Swale are remained
natural. The proposed BMP Pond will provide storm water c{ualityy for the propose Shockey
c� Maintenance BuEdinand the entire drainage area to the BMP Pond From the existing
Concrete plant Facility and Storage Area.
The BMP Pond ;jell detain the storm water and slowly discharge (low rate) to natural Swale with
total complete:iraw down of approximate] 48 hours. The uncontrolled portion of drainage
area from the existing Winchester Western Rail Road is discharge directly into the existingg
natural Swale. This uncontrolled discharge combined with the low rate discharge from the �3MP
Pond will reduce the peak discharge into the natural Swale with a longer time period.
The site selectie;n of the BMP Pond was predicated by the location of the existing natural
swaa le in the property. The size and shape of the SMP Pond were designed to accommodate
BMP store requirement. For a complete Riser details, BMP and Pond Routing computations
see sheet 4 and 5 in the plan.
Project: SHOCKEY MAINTENANCE BUILDING
BMP-POND-STORAGE
Designer: Niki Adhikusuma
Date: 12/17/2002
STAGE -STORAGE CALCULATIONS
V = h * [(Al + A2)/21
ELEV
(ft)
h
(ft)
AREA
(square ft)
AREA
(acres)
VOLUME
(acre-ft)
TOTAL VOLUME
(acre-ft) (cubic YD)
708.20
0.00
0
0.00
0.000
0.000
0.00
708.50
709.00
710.00
711.00
711.50
0.30
0.50
1.00
1.00
0.50
4080
11841
22464
31907
65795
0.09
0.27
0.52
0.73
1.51
0.014
0.091
0.394
0.624
0.561
0.014
0.105
0.499
1.123
1.684
22.6
170:0
805.3
1,812.23
2,716.8
STAGE -STORAGE CALCULATIONS
V = h*[(A1 +A2)/21
712.00
711.50
711.00
710.50
Z
O
a
710.00
709.50
/
709.00
-4 -71
v
708' 50
708.00
0.00
500.00
1,000.00 1,500.00 2,000.00 2,500.00
3,000.00 3,500.00
VOLUME (cubic yd)
V2• zino plated hook
attached with 3/81 raot~
2•1/0• dia, hot"
taometr(C �a
-�/ V4•
bol
o 0
tie 9
R. a colic. ap
n'' m'•. • o ' (b• thick
►� Section
o � b a A•
• s
b
Ere• dt1. hole A ,
WPM pplate
ted to EW1
Tor a atr ctval p{alaottc with
24V8- hoteo and V41 plate
wamrscUred by r°laotic
aolutiore Inc, or equal
• ohouin with optional plate
NDPE otnictual plastic with
2.V0- holee and v4• plat.
wanuractwd by Plastic
Coluuoft k - or 0"I
0 O 0 I` MODIFIED J0,-I RISER
I I
I I
Elevation
PLASTIC 240 McGhee Road
SOLUt10NS PO Box 43ea
SMP DEBRIS CAGE w,ae.t.r VA 22604
INC. e4o-172 4a84
ampla,lic•oolutloneaol
120
715
105
oa
*^a 1=m5ANKMENT 111.00
SIGN SHALL BE LOCATED SUCH THAT IT WILL NOT BE
OBSCURED BY VEHICLE PARKED IN SPACE.
SIGN (SEE DETAIL)
FC
OR jGP
U44EEL STOP
WITH EP
2•
T
STRIPED AREA
0
N
O
HANDICAPPED
SYMBOLS
S' MIN.
3
EMERGENCY SPILLWAY
AT ELEV. '110.00
LIGHT COLORED REFLECTIVE
BACKGROUND MAT'L. -
DARK COLORED 2" LETTERS
& 3/8" BORDER
INTERNATIONAL SYMBOL
OF ACCESSIBILITY
RESERVED
PARKING
24
6' 6„
E
-Y-
4.0' MIN.
7.0' MAX.
DISPLAY CONDITIONS
UNLAWFUL 4" STEEL PIPE FILLED WITH CONCRETE
PARKING IN THIS
SPACE IS SUBJECT
TO A FINE OF DARK COLORED REFLECTIVE
8' VAN ACCESSIBLE SPACE $50.00 TO $ 100.00 BACKGROUND MATERIAL
5' FOR REGULAR SPACE
NANDIGAPPED PARKINC3 DETAIL Nor
LIGHT COLORED 1 " LETTERS RAMP FOR HANDICAPPED MUST BE LOCATED
N.T.S. AT SAME POINT ADJACENT TO THE 8' AISLE.
WEIR A - iNV
6" PVC W/ CAP t 3" DIA.
MODIFIED JB-I R15ER ORIFICE AT 10820
70820
1.0' MIN, FOR
30' - 12" RCP BUOYANCY 7
CL III ID 0,50% <, G
I aeo
aoo
p tie
's °I,
_ CONCRETE TO BE CLASS A3 IF CAST
IN PLACE, 4000 PSI IF PRECAST. b
FOR COMPLETE INFORMATION SEE
VDOT ROAD AND BRIDGE STANDARDS
VOLUME ONE, 1996
F POND SCALE: HORZ: �i'_ 50'
VERT 1 - 5
120 I
115 I
105 1
BMP STORAGE= 800 CY m ELEV. = '110.00
7 100YR WS ELEV. = 61'08.23 PT
p 10YR WS ELEV. = 60'135 FT
2YR WS ELEV. = 606.65 FT
PROVIDE POLYPROPYLENE GEOTEXTILE
ON TOP OF SCREEN
VDOT NO 1 AGGREGATES MINIMUM
S" TPCK COVERED ORIFICE SCREEN
705.10.00
Q
2'X2'X6" CONCRETE SLAB
FOR ORIFICE SCREEN GRATE
P DIA. STEEL ROD DOWEL 'S 4" O.G.
CONNECTING THE RISER AND SLAB
5ECTION - PRINCIPAL R15ER 4 SMP STRUCTURE PROFILE
NT5
6" PVC I
AT 1052
FOR BMi
DOU.N
MODIFIED JB-1 RISER
'�A5TIC 50�UTIONS
P DEBRI CAGE(9EE DETAIL)
L_O(Z)
70P VIEW
-PRINCIPAL RISER
NTS
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No. 026715
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DATE: MAY, 2003
SCALE: AS SHOWN
DESIGNED BY: TNA/
FILE NO. 2339
SHEET 4 OF 5
BrIF CONFUTAT i ONS
Shockey Maintenance BLDG. Project # 233cl 12/18/02 ®BMP Facility Design CalculationsZ ST &A
. 1STO"Reservoir Re ortYReservoir Report p;Reservoir Report
Part 1: List all of the Subareas and 'C" Factors Used in the BMP Computations Page 1 Page 1 Y.. I
Page 1 � N
and Hydraflow Hydrographs by Intelisolve Reservoir No. 1 - BMP POND Hydraflow Hydrographs by Intelisolve
Part 2: Compute the Weighted Average "C" Factor for Subbasin A Reservoir No. 1 - BMP POND Reservoir No. 1 - BMP POND Hydraflow Hydrographs by Intelisolve ■
Pond Data Pond Data Pond Data W
Pond storage is based on known contour areas. Average end area method used. Pond storage is based on known contour areas. Average end area method used. Pond storage is based on known contour areas. Average end area method used.
SUBAREA A DESIGNATION AND DESCRIPTION w/comps "G" Acres Product Stage / Storage Table tea/
_ Stage I Storage Table g g Stage I Storage Table Z
A Onsite Controlled Ex. Concrete Plant t Prop. Maintenance BLDG. O.g01 6.77 6.Oq Stage (ft) Elevation (ft) Contour area (sgft) Imcr. Storage (acft) Total storage (acft) Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (acft) Total storage (acft) Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (acft) Total storage (acft)
0.00 708.20 00 0.000 .0.000 0.00 708.20 00 0.000 0.000 0.00 708.20 00 0.000 0,000 LU NOTE: All Calculations on this Spreadsheet Conform with the Design Criteria 0.30 708.50 4,080 0.014 0.014
Outlined in the Northern Virginia BMP Handbook dated 11/6M2 0.30 708.00 4,842 0.091 0.105 0.30 709.00 4,842 0.094 0.104 p
9 0.80 709.00 11,842 0.091 0.105 0.80 709.00 11,842 0.091 0.105
1.80 710.00 22,464 0.394 0.499 1.80 710.00 22,464 0.394 0.499 1.80 710.00 22,464 0.391 0.105 co
B TOTAL = -6.77 6.Og3 2.80 711.00 31,907 0.624 1.123 2.80 711.00 31,907 0.624 1.123 1.80 711.00 31,907 0.624 1.123 � It
{{-- 2.80 711.00 31,907 0.624 1.123 I
Culvert I Orifice Structures Weir Structures Culvert /Orifice Structures Weir Structures Culvert / Orifice Structures Weir Structures :�
(G) Weighted Average "C" Factor = O.qO
[A] [B] [C] ID] [A] [B] [C] [D] [A] [B] [C] [D] [A] [B] [C] [D] [A] [B] [Cl [D] [A] [B] [C] [D] 3::
to 1 rn
0 1
Shockey Maintenance Building Project #: 233q 12ilai02 Rise in = 12.0 3.0 0.0 0.0 Crest Len ft = 10.00 30.00 0.00 0.00 Rise in = 12.0 3.0 0.0 0.0 Crest Len ft = 10.00 30.00 0.00 0.00 Rise in = 12.0 3.0 0.0 0.0 Crest Len ft = 10.00 30.00 0.00 0.00 � Lo CQ
BMP Facility Design Calculations Span in = 12.0 3.0 0.0 0.0 Crest El. ft = 710.00 710.00 0.00 0.00 Spanin = 12.0 3.0 0.0 0.0 Crest El. ft = 710.00 710.00 0.00 0.00 p
__ No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 S an r = 12.0 1 0.0 0.0 Crest E1. ft = 3.33 3.33 3.33 3.33
No. Barrels = 1 1 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33 W �, N N �
Part 3: Total Phosphorus Removal for Subbasin A Site Area = T. 6.7" acres Invert El. ft = 708.15 708.20 0.00 0.00 Weir Type = Riser Rect - - Invert El. ft = 708.15 708.20 0.00 0.00 Weir Type =Riser Rect -- - Invert El. ft = 708.15 708.20 0.00 0.00 Weir Type = Riser Rect - - !♦ ■ ■ � p
p i- - --� - I 9 Length ft = 30.0 2.0 0.0 0.0 M ultiSta a =Yes Yes No No Length ft = 30.0 2.0 0.0 0.0 Multi -Stage = Yes Yes No No W a�
Weighted C Factor = L 0�90; Length ft = 30.0 2.0 0.0 0.0 Multi -Ste e = Yes Yes No No 9 9
Slope % = 0.50 0.50 0.00 0.00 Slope % = 0.50 0.50 0.00 0.00 Slope % = 0.50 0.50 0.00 0.00 U O
Subarea BMP Removal Area 'C" °C" Factor Product N Value = .013 .013 .000 .000 -Value = .013 .013 .000 .000 N-Value = .013 .013 .000 .000 LID .$4 "'
Designation Type Eff. (%) Area Ratio Factor Ratio Orif. Coeff. = 0.60 0.60 0.00 0.00 Orif. Coeff. = 0.60 0.60 0.00 0.00 Orif. Coeff. = 0.60 0.60 0.00 0.00 <-+ E-H w
Eff x _ Ratio x C Ratio = _ Product_
Multistage = n/a No No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 ft Multi -Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 ft Multi -Stage = n/a No No No Exfiltration Rate = 0.00 in/hr/sgft Tailwater Elev. = 0.00 ft
A Pond Onsite Controlled Ex. Concrete Plant 1 40 6.771 1.0001 0.90 1 1.000 i ~ 40.000 Note: All outflows have been analyzed under inlet and outlet control. I Note: All outflows have been analyzed under inlet and outlet control. Note: All outflows have been analyzed under inlet and outlet control.
t Prop. Maintenance BLDG. g g g Sta e I Storage / Discharge Stage I Storage I Discharge Table �' � r~ Total = 40.00 % Stage / Storage 1 Discharge Table g g ge Table
Part 4: Total Phosphorus Removal Requirement Complianxe Stage Storage Elevation CIv A CIv B CIv C CIv D Wr A Wr B Wr C Wr D Exfil Total Stage Storage Elevation Civ A CIv B Clv C CIv D Wr A Wr B Wr C Wr D Exfil Total Stage Storage Elevation CIv A CIv B Clv C CIv D Wr A Wr B Wr C Wr D Exfil Total
Phosphorous Removal
RezI Re ent, o 40 % ft acft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs ft acft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
Does total �� .. ____ - - -- - - - - - - - ft acft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
phosphorous removal meet required minimum? 7Fa.J 0.00 0.000 708.20 0.00 0.00 0.00 0.00 0.00 0.00 0.000 708.20 0.00 0.00 0.00 0.00 0.00 0.00 0.000 708.20 0.00 0.00 0.00 0.00 0.00 Q 0
0.30 0.014 708.50 0.01 0.07 - - 0.00 0.00 -- - - 0.07 0�.30 0.014 708.50 0.01 0.07 - -- 0.00 0.00 -- - -- 0.07 0.30 0.014 708.50 0.01 0.07 - - 0.00 0.00 - - - 0.07 9
0.80 0.105 709.00 0.01 0.19 - -- 0.00 0.00 -- - -- 0.19 0.80 0.105 709.00 0.01 0.19 - -- 0.00 0.00 - -- - 0.19 0.80 0.105 709.00 0.01 0.19 - - 0.00 0.00 - - - 0.19 9 W ca
1.80 0.499 710.00 0.01 0.31 - - 0.00 0.00 - - - 0.31 1.80 0.499 710.00 0.01 0.31 - 0.00 0.00 - - - - 0.31 1.80 0.499 710:00 0.01 0.31 - - 0.00 0.00 - - - 0.31 ry
NOTE: All Calculations on this Spreadsheet Conform with the Design Criteria 2.80 1.123 711.00 6.72 0.39 - - 1.42 4.25 - - - 6,05 21,80 1.123 711.00 5.72 0.39 - - - 1.42 4.25 - - - 6.05 2.80 1.123 711.00 5.72 0.39 - - 1.42 4.25 - - - 6.05
Outlined in the Northem Virginia BMP Handbook dated I1/b/92 „ .
� - 20% Credit Allowed for Offslte Draining to a Facility .
Shockey Maintenance Building Project #: 2339 12,18,02 Hydrograph Summary Report Page1 Hyd:rog.raph Summary Report Pagel Hydrograph Summary Report Page,
BMP Facility Design Calculations
Part 5: Determine Compliance with Site Coverage Reayiren ent
Sum all the uncontrolled onsite areas and compute a weighted average "C' factor.
Do not include qualifying open space.
2(a) Total Site Acreage 6.77 acres
SUBAREA DESIGNATION "c' Acres Product
Hyd.
Hydrograph
Peak
Time
Time to
Volume
Inflow
Maximum
Maximum
Hydrograph
No.
type
flow
interval
peak
hyd(s)
elevation
storage
description
(origin)
(cfs)
(min)
(min)
(acft)
(ft)
(acft)
1
Rational
56.05
1
5
0.386
---
-
-
Post Developed to BMP Pond .
2
Reservoir
0.28
1
10
0.377
1
709.71
0.383
Routed Post Developed
Hyd.
No.
Hydrograph
type
Peak
flow
Time
interval
Time to
peak
Volume
Inflow
hyd(s)
Maximum
elevation
Maximum
storage
Hydrograph
description
Hyd.
No.
Hydrograph
type
Peak
flow
Time
interval
Time to
peak
Volume
Inflow
hyd(s)
Maximum
elevation
Maximum
storage
Hydrograph
description
Z
(origin)
(cfs)
(min)
(min)
(acft)
(ft)
(acft)
(origin)
(cfs)
(min)
(min)
(acft)
(ft)
(acft)
0
w
W
1.
2
Rational
i Reservoir
41.39
0.25
1
1
5
10
0.285
0.281
----
1
-
709.45
-
0.283
Post Developed to BMP Pond
Routed Post Developed
1
2
Rational
Reservoir
32.21
0.23
1
1
5
10
0.222
0.220
-
1
-
709.29
-
0.220
Post Developed to BMP Pond
Routed Post DevelopedJ.
None Onsite uncontrolled areas 0 0 0
Hydrograph Report y'iydrograph Report Page 1 Page 1 Hydrograph Report Pagel
_
(A) Total Equivalent Uncontrolled Area = � �-- 0,00
Hydraflow Hydrographs by Intelisolve Hydraflow Hydrographs by Intelisolve Hydraflow Hydrographs by Intelisolve
(B) Total Uncontrolled Area =
(C) Weighted Average "c" Factor = #Div/oi 1 Hyd. No. 2 Hyd. No. 2 Hyd. No. 2
(D) If Line 5(b) < 20% of Line 2(a), then the site coverage recVirement is satisfied. Routed Post Developed Hyd.
Post Developed Routed Post Developed W
Line 5(o) is the equivalent offsite area for which coverage may be reoyired. H
Hydrograph type = Reservoir Peak discharge = 0.28 cfs ;Hydrograph type = Reservoir Peak discharge = 0.25 cfs Hydrograph type = Reservoir Peak discharge = 0.23 cfs A
100 X Line 5(b) /Line 2(a) _ [ 0.00%j_ satisfied Storm frequency = 100 yrs Time interval = 1 min Storm frequency = 10 yrs Time interval = 1 min Storm frequency = 2 yrs Time interval = 1 min
Inflow hyd. No. = 1 Reservoir name = Pond 1 Inflow hyd. No. = 1 Reservoir name = Pond 1 Inflow hyd. No. = 1 Reservoir name =Pond 1
Part b: Determine the Offsite Areas for which Coverage is Required Max. Elevation = 709.71 ft Max. Storage = 0.383 acft
9 Max. Elevation = 709.45 ft Max. Storage = 0.283 acft Max. Elevation = 709.29 ft Max. Storage = 0.220 acft
SUBAREA DESIGNATION "C° Acres Product D
.-- _ Storage Indication method used. Outflow hydrograph volume = 0.377 acft aor ge Indication method used. Outflow hydrograph volume = 0.281 acft Storage Indication method used. Outflow hydrograph volume = 0.220 acft
NONE 0.00 0.00 -__-- 6.00
Hydrograph Discharge Table Hydrograph Discharge Table Hydrograph Discharge Table
o.00
NOTE: All Calculations on this Spreadsheet Conform with the Design Criteria Time Inflow Elevation CIv A CIv B CIv C CIv D Wr A Wr B Wr C Will D Ill Outflow lir>ae Inflow Elevation CIv A CIv B Clv C CIv D Wr A Wr B Wr C Wr D Exfil Outflow Time ie afiow Elevation CIv A CIv B Clv C Clv D Wr A Wr B Wr C Wr D Exfil Outflow U TUNG SUMA�
Outlined in the Northern Virginia BMP Handbook dated II/b/92 (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs (hrs) cfs ft cfs cfs cfs Cfs cfs cfs cfs cfs cfs cfs (hrs) a o ft cfs cfs cfs cfs cfs cfs cfs cfs cfs Cfs No. 026715
BMP Facility Deli Calculations 0.03 22.42 708.59 0.02 0.11 -- - -- ---- --- - ----- ----- ----- 0.11 0.02 8.28 708.32 0.02 0.01 --- ---- --- ---- ---- ----- --- 0.01 0.02 6.44 708.29 0.02 0.01 ----- -- ----= --- ---- ---- ---- 0�4 ZI lot
001
Shocke Maintenance DalBuilding Project tr: 2339 Ivlaios 0.02 11.21 708.59 0.02 0.11 _--- ---- ---- ----- ----- ----- --- 0.11 0.03 16.56 708.55 0.02 0.09 ---- ---- ----- --- -- ----- ----- 0.09 0.03 12.89 708.52 0.02 0.08 -- ---- ---- -- --- ---- --- 0.08
0.05 33.63 708.80 0.02 0.16 -- ----- -- 0.16 0.0 24.83 708.70 0.02 0.15 ----- ----- ----- --- ----- ----- ----- 0.15 0.05 19.33 708.64 0.02 0.13 ---- --- ---- ----- -- _____ _-_ 3 jpN L
Part 7: Compute the Weighted Average 'C' Factor for Each Proposed BMP Facility. 0.07 44.84 709.04 0.02 0.20 ----- --- ----- --- ----- ----- ----- 0.20 0.07 33.11 708.92 0.02 0.18 ----- ---=- ----- ----- ----- ----- ----- 0.18 0.07 25.77 708.81 0.02 0.16 --- --- ---- ---- ---- ---- --- 0.16
A
0.08 56.05 << 709.22 0.02 0.22 ---- ---- ----- ----- ---- ----- ----- 0.22 0.08 41.39 << 709.09 0.02 0.21 ----- ----- ----- ----- ---- ----- ----- 0.21 0.08 '112.21 << 709.01 0.02 0.20 ---- ----- --- -- --- ---- ---- 0.20
(A) List the Area to be Controlled by the Proposed BMP 0.10 44.84 709.40 0.02 0.24 ---- ---- ---- --- ---- ----- ----- 0.24 0.10 33.11 709.22 0.02 0.22 ----- --- ---- ---- ----- ----- ----- 0.22 0.10 25.77 709.11 0.02 0.21 ----- ---- ----- ----- ---- ---- ---- 0.21
0.12 33.63 709.53 0.02 0.26 ----- ---- ----- ----- ----- ----- ----- 0.26 0.12 24.83 709.32 0.02 0.24 ----- ----- ---- ---- ----- ----- ----- 0.24 0.12 19.33'- 709.19 0.02 0.22 ----- --- ----- - ---- --- ----- 0.22
POND 1 -Total Drainage Area = ^ 6.77 jocres 0.13 22.42 709.63 0.02 0.27 ---- ----- ----- ----- ---- ----- 0.27 0.13 16.56 709.39 0.02 0.24 ---- ---- ----- ---- - ----- ----- 0.24 0.13 12.89 709.25 0.02 0.23 ---- ----- --- --- ----- ----- 0.23
---- ---- ----
0.15 11.21 709.69 0.02 0.28 ----- ---- ----- ---- ----- ---- ---- 0.28 0.15 8.28 709.44 0.02 0.25 ----- --- ---- ----- ----- ----- ----- 0.25 0.15 6.44 709.28 0.02 0.23 ---- --- -- ----- --- ---- --
SUBAREA DESIGNATION "C" Acres Product 0.17 0.00 709.71 << 0.02 0.28 --- ____ _____ ____ -__ _____ ____ 0.28 << _ 0 23
0.17 0.00 709.45 « 0.02 0.25 ----- ---=- ---- --- ---- ----- ----- 0.25 « 17 « 0.02 0.23 -_ --- --- --•- -- -- ---- 0.23 «
0.18 0.00 709.70 0.02 0.28 ----- ----- --- ----- ----- ----- ----- 0.28 0.18 0.00 709.45 0.02 0.25 ----- ----- ----- --- ----- ---- ---- 0.25 OJ 8 0.00 709.29 0.02 0.23 --- ----- ---- ---- -- --- ---- 0.23
A Onsite Controlled Ex. Concrete Plant t Prop. Maintenance BLDG. D_901 _ 6.77�-_^ 6.Oq� 0.20 0.00 709.70 0.02 0.28 ---- ----- ----- ----- ----- ----- ----- 0.28 0.20 0.00 709.45 0.02 0.25 ---- ----- ----- ---- ----- ----- ---- 0.25 0.20 0.00 709.29 0.02 0.23 ----- --- ---_ ---- ----- --- ----- 0.23
0.22 0.00 709.70 0.02 0.28 ---- ----- --- ----- ----- ----- ----- 0.28 0.22 0.00 709.45 0.02 0.25 ---- ----- ---- --- ---- ----- ---- 0.25 0.22 0.00 709.29 0.02 0.23 -- ---- --- ----- ----- -- 0.23
Acreage Total (a) 1 �_ 6.77;«res 0.23 0.00 709.70 0.02 0.28 --- ----- --- ---- ----- ----- ----- 0.28 0.23 0.00 709.45 0.02 0.25 ---- ---- --- ---- ----- ---- 0.25 0.23 0.00 709.29 0.02 0.23 --- -- ---_ _- _____ -__ _- 0.23
---- -•- 0.25 0.00 709.70 0.02 0.28 --- ----- -- ----- ----- ----- ----- 0.28 0.25 0.00 709.45 0.02 0.25 ---- ----- ----- ----- -- ----- ----- 0.25 0.25 0.00 709.29 0.02 0.23 --- --- ----- -- ---- --- ----- 0.23
Product Total (b) 6.09i 0.27 0.00 709.70 0.02 .0.28 ----- ---- ----- -- ----- ----- ----- 0.28 0.27 0.00 709.44 0.02 0.25 ----- ----- ---- ---- ----- ----- 0.25 0.27 0.00 709.29 0.02 0.23 ----- -- ----- -- ---- ---- 0.23
0.28 0.00 709.70 0.02 0.28 ----- --- ----- ----- ----- ----- ---- 0.28 0.28 0.00 709.44 0.02 0.25 ---- ---=- ---- ----- ---- ----- ----- 0.25 0.28 0.00 709.28 0.02 0.23 -- --- --- ----- ----- --- --- 0.23
Weighted Average °G" Factor (c) 0.90 i 0.30 0.00 709.70 0.02 0.28 --- ----- ----- ----- 0.28 0.30 0.00 709.44 0.02 0.25 --___ ____ ____ 0.25 0.30 0.00 709.28 0.02 0.23 --- --- ---- -- ---_ _____ -__ 0.23
---- ----- -----
----- ---- ---- -----
0.32 0.00 709.70 0.02 0.28 ----- ---- ----- ----- ---- ---- ----- 0.28 0.32 0.00 709:44. 0.02 0.25 --- ----- -- ----- ----- -- --- '0.25 0.32 0.00 709.28 0.02 0.23 ---- ----- ---- ----- ----- -- ---- 0.23
0.33 0.00 709.70 0.02 0.28 ----- --- --- ---- ----- --- ---- 0.28 0.33.,._._0,00'. 709,44. Q.02 025 --- ---- 7. ---- ---- ---- -- 0.25 0.33 0.00 709.28 0.02 0.23 -- --_ -__ _- _____ ____ _-_ 0.23
Shockey Maintenance Building Project #: 233q 12/18/02 0.35 0.00 709.70 0.02 0.28 ---- ----- ----- ----- ----- --- 0.28 - _ _ ._ . -_.- -. -... . _ .. 0.2.3..._
BMP Facility Design Calculations 0.37 0.00 709.69 0.02 0.28 ---- ----- --- - ----- 0.28
.._Q�S......O.QO_----7.0.9280.02..__.__0..23.... .... . .. ....... -. ----. - . --- -- -- E-,
----- ----- -- --
U
0.38 0.00 709.69 0.02 0.28 ----- - - - ----- ----- ----- ---- ----- 0.28 22:37 0.00 708.26 0.02 0.01 -- --- - ----- ----- ----- -- 0.01 �
____ _ -__ _- _____ __-_ ___ ____ ___ -__ ____ _- 0.02 _� _____ �_ _ _-- 1
Part 8: Determine the Storage Required for Each Proposed Facility ___... 0 400.00... __.709.69. - - _0:02 0,28,. - - ----- -- _.-...._...... ... . ..... ..._..._. ........_ -- 0.28_ ..... 21.53 0.00 708.33 0.02 0.02 - .� .. -- ----- _- 0.0 �
22.38 0 00 708 26 0 02 0 01
21.55 0.00 708.32 0.02 0.01 ----
21.57 0.00 708.32 0.02 0.01 ---- ----- ---- ----- ----- ----- ---- 0.01 22.42 0.00 708.26 0.02 0.01 ---- ----- ----- --- - -- --- - - ------ 0.01 Q
Pond ► _.._ . _ .._. -._ _ _ _ ___-- __-- ___-- -_-- __--- ---- 0.01 22:40 ..0.00 708.26 0.02 0.01 ---- --_ __ 0.01
(A) Standard BMP Dry Pond 21.58 0.00 708.32 0.02 0.01 ----- ----- ----- ----- ----- ---- ----- 0.01 22.43 0.00 708.26 0.02 0.01 --- ----- ----- ----- ---- ---- ---- 0.01 Z, 1--1
0.28 21.60 0.00 708.32 0.02 0.01 ----- ----- ----- ---- ----- ----- 0.01
0.42 0.00 709.69 0.02 0.28 -- ----- -__ ___ -_ ____ --- 22.45 0.00 708.26 0.02 0.01 ----- ----- ----- ---- ---- ---- ---- 0.01 Q Z Chat A6-40 value (Appendix 4-3) for BMP storage per acre ----- ----- 0.28 21.62 0.00 708.32 0.02 0.01 ----- ----- 0.01 ____ ___ _____ ____ _-_ ____ ____
0.43 0.00 709.69 0.02 0.28 --__ ___ ____ _-__ ____ 0 28 __-_ _____ _____ ___- __-- 22.47 0.00 708.26 0.02 0.01 0.01 r-+
[(4375 x "C')-5751 or [31.25 x %imp.] 0.45 0.00 709.69 0.02 0.28 ----- ---- ----- ----- ----- ----- ----- 21.63 0.00 708.32 0.02 0.01 ----- ----- ----- ----- ----- ----- ----- 0.01 _____ _____ ---__ ---- -----
0.28 21.65 0.00 708.32 0.02 0.01 0.01 22.50 0.00 708.26 0.02 0.01 ---- ----- 0.01 Z E 4
----- ----- ----- ----
0.47 0.00 709.69 0.02 0.28 --- ----- ----- ----- ----- ----- ----- ----- ----- ---- 22.50 0.00 708.26 0.02 0.01 ----- ---- ---- ---- ---- ---- ---- 0.01
-- --" - 0.28 21.67 0.00 708.32 0.02 0.01 ---- 0.01 Weighted C Factor (from Part 7) ( - 0.90� 0.48 0.00 709.69 0.02 0.28 ----- ----- ----- ----- ---- ----- ----- ----- ---- ----- ---- ----- -'-- 22.52 0.00 708.26 0.02 0.01 --- ---- ----- ---- ----- ---- --- 0.01
8(a) I 3062.-501cf/« 0.50 0.00 709.69 0.02 0.28 ---- --- ----- ---- ---- ----- ----- 0.28 21.68 0.00 708.32 0.02 0.01 ----- ----- ----- ----- ----- --- ---- 0.01 22.53 0.00 708.26 0.02 0.01 --- ----- ----- ---- ---- ---- ----- 0.01 ®:. Q
---- 0.28 21.70 0.00 708.32 0.02 0.01 0.01 Z W Z
---- ----- ----- ----- ---- -----
0.52 0.00 709.69 0.02 0.28 ----- -�-- ----- ----- - ----- ----- ----- ---- 22.55 0.00 708.26 0.02 0.01 ----- ----- ---- ----- ----- ---- 0.01
Acreage to be controlled (line 7a) [_ b.T11 acres -_-- __-_ ----- ----- ---- ----- ----- 0.28 21.72 0.00 708.32 0.02 0.01 ----- ----- ----- ----- ----- --- ----- 0.01 ---- ---- _--- ----- -----
0.53 0.00 709.68 0.02 0.28 22.57 0.00 708.26 0.02 O.Q1 - ----- - ----- 0.01 Q
Design 1 (48 hour draudown) 0.55 0.00 709.68 0.02 0.28 ---- ---- ----- ---- ----- ----- ----- 0.28 21.73 0.00 708.32 0.02 0.01 ----- ----- ----- ----- ----- ----- ----- 0.01 22.58 0.00 708.26 0.02 0.01 ---- - - - ----- 0.01 E 4 Q W
8(b) Volume Required (Line 7(o) x Line 8(o)) i� 20 733.Ia]Cf ----- 0.28 21.75 0.00 708.32 0.02 0.01 ----- ----- -___ _____ ____ ____ 0.01 ___ _____ -__ _ _ ____ __- W
�_-----1-__-. 0.57 0.00 709.68 0.02 0.28 ----- ----- ----- ----- ---- ----- "-`- 22.60 0.00 708.26 0.02 0.01 ----- 0.01 O
0.58 0.00 709.68 0.02 0.28 ---- ----- ----- ----- ----- ----- ----- 0.28 21.77 0.00 708.32 0.02 0.01 ----- ---- ---- ----- ----- ---- ----- 0,01 22.62 0.00 708.26 0.02 0.01 ----- ----- ---- --- ----- --- ----- 0.01 U` C-)
0.60 0.00 709.68 0.02 0.28 ---- ----- ----- ----- ----- ----- ----- 0.28 21.78 0.00 708.32 0.02 0.01 ----- ----- ----- ----- ---- ----- ----- 0.01 22.63 0.00 708.26 0.02 0.01 ----- ---- ----- ---- ---- ---- ----- 0.01 a
ANOTHER POND: ----- 0.28 21.80 0.00 708.32 0.02 0.01 ----- -- - ----- ---- 0.01 -- ® Q,
0.62 0.00 709.68 0.02 0.28 --- ----- ----- ----- ----- ----- ----- - ---- ----- 22.65 0.00 708.26 0.02 0.01 --- ----- ---- ----- ----- ----- --- 0.01
0.63 0.00 709.68 0.02 0.27 ---- --- ----- ---- ---- ---- ---- 0.27 21.82 0.00 708.32 0.02 0.01 ---- ----- ---- ----- ---- ---- ----- 0.01 22.67 0.00 708.26 0.02 0.01 ----- ---- ---- --- ---- --- ---- 0.01
» U_
(°)--- ---- ��cf/« 21.83 0.00 708.32 0.02 0.01 ----- ---- ---- ----- ----- ----- ----- 0.01 ----- ---- ----- ---- ---- ----- --- 0.01 r�i
Design 1 (48 hour drawdown) Continues on next- -_-- _-- _--_ -_-- ----- __-- _---- _-_- _-- ___-- _-- __-- ---- --- page :; 21.85 0 00 708.32 0.02 0.01 0.01 22.68 0.00 708.26 0. 2
.._....._.... _.... _ ......_ .. _..-.._ _ ....._. ... . ........ ... ._........ ---- ..._....---.......... ._.... __ _..-_..__.._ ..:. __. __ _ .._._.. .__._ 21.87 0.00 708.32 0.02 0.01 0.01 22.70 0.00 708.26 0.02 0.01 0.01 ,� �
Line 7(a) x Line 8(a) r- 0 cf 22.72 0.00 708.26 0.02 0.00 ---- ----- ----- ----- ---- ----- ---- 0.00
21.88 0.00 708.32 0.02 0.01 ----- ----- ---- ----- ---- ----- ----- 0.01 22.73 0.00 708.26 0.02 0.00 --- ---- ----- ----- ----- ---- --- 0.00 Q
____ 0.03
W WW
NOTE: All Calculations on this Spreadsheet Conform with the Design Criteria 23.60 0.00 708.42 0.02 0.03 ----- -- ---- ---- ----- ---- Continues on next page... Continues on next page... Z �
.03 ----- ----- --- ---- ----- ---- ----- 0.03 _ _.. __..._ .. _ . ._ ...... ...... _.. _ _. _ .. _
Outlined In the Northern Virginia BMP Handbook dated II/b/92 23.62 0.00 708.42 0.02 0 -- � -� -- - - - -- - -
23.63 0.00 708.42 0.02 0.03 ----- ----- ----- ---- ----- ----- ----- 0.03
23.65 0.00 708.42 0.02 0.03 ----- ----- ---- ----- --- ----- ----- 0.03 ___ __ _ __ -__ - -_ _____ :____ _____ _____ 0:00 E-+
23.67 0.00 708.42 0.02 0.03 ----- ---- ---- ----- ----- ----- ----- 23.60 0.00 708.28 0.02 0.01 ---- ---- - ---- -- _-- 0.01 23.62 0.00 708.25 0.02 0.00 -- _-- ---_- --- --- ---- -----
0.03 23.62 0.00 708.28 0.02 0.01 0.01 23.62 0.00 708.25 0.02 0.00 �
BMP Facility Design Calculations 23.68 0.00 708.42 0.02 0.03 ---- ----- ----- ---- ---- ----- ---- 0.01 23.63 0.00 708.25 0.02 0.00 ----- ---- '-- _ 0
---- ----- ----- ----- ----- ---- ---- ---- -_-
.00
23.70 0.00 708.41 0.02 0.03 ----- 23.63 0.00 708.28 0.02 0.01 --__ ___ 0.00
23.65 0.00 708.28 0.02 0.01 ----- ----- ----- ----- ----- ----- ----- 0.01 23.65 0.00 708.25 0.02 0.00
Part 9: Determine the Required Orifice Size for Each Extended Detetnion Facility 23.72 0.00 708.41 0.02 0.03 ----- ----- ----- ---- --- ----- ---- 0.03 ----- --- ---- -- ---
23.73 0.00 708.41 0.02 0.03 ----- 23.67 0.00 708.28 0.02 0.01 ----- ----- ----- ----- ----- ----- ----- 0.01 23.67 Q.00 708.25 Q.02 0.00 ---- -- _---- _-_- ---- --_-- -�
----- ----- -----
----- 0.03
0.00
BMP POND 23.75 0.00 708.41 0.02 0.03 23.68 0.00 708.28 0.02 0.01 --_ _.____ _____ ____ _____ ____ ____ 0.01 23.68 0.00 708.25 0.02 0.00 ----- __-- - -- -- _ ---
---- ----- ---- ---- ---- ----- ----- 0.03
23.77 0.00 708.41 0.02 0.03 ---- ---- ----- ----- ----- ----- ---- 0.00
0.03 23.70 0.00 708.28 0.02 0.01 ----- ----- ----- ----- ---- ---- ----- 0.01 23.70 0.00 708.25 0.02 0.00 _-- _--- -- ---_- --__- _____ _-_ 0.00
0.03
(A) BMP Storage Regyira•nent (5) from Part 8 (a 20 733 ; cf �---767.q c 23.78 0.00 708.41 0.02 0.03 ----- ----- ---- ---- ----- 23.72 0.00 708.28 0.02 0.01 ----- ---- ---- _---` ---_ ----- 23.72 0.00 708.25 0.02 0. --_- ---_ --- ' ---- --- ---_- --_ 0.00
0.01
23.80 0.00 708.41 0.02 0.03 23.73 0.00 708.28 0.02 0.01 ----- ---- ----- ---- 0.01 23.73 0.00 708.25 0.02 0.00 ____ _- __0.00
-
(B) Maximum Head (h) at the required BMP storage from 23.82 0.00 708.41 0.02 0.03 0.03 23.75 0.00 708.28 0.02 0.01 ----- ----- ----- ---- ----- ----- ----- 0.01 23.75 0.00 708.25 0.02 0.00 -_- - -__ ____ -- ---- 0 00
----- ---- ----- ---- ----- ---- -----
0.00
the elevation -storage curve for the facility. (b� -_- 5.38ift 23.83 0.00 708.41 0.02 0.03 - 0.03 23.77 0.00 70$.28 0.02 0.01 ----- ----- ---- ----- ----- 0.01 23.77 0.00 708.25 0.02 0.00 _-_ -- ---- ----- ----- ---- "'-' 0 00
__, ----- ----- 0.01 23.78 0.00 708.25 0.02 0.00
23.85 0.00 708.41 0.02 0.03 0.03 23.78 0.00 708.28 0.02 0.01 ----- ---- ----- ----- -_- ---- -_--- ---- ----- -� _-__ _____ ____ - _
----- --- ----- ----- ----- - --- -----
(C) Peak Ouflow Rate (0p) at the maximum head for a drowdown 23.87 0.00 708.41 0.02 0.03 ---- 23.80 0.00 708.28 0.02 0.01 ----- ----- ----- ----- ---- --- 0.01 23.80 0.00 708.25 0.02 0.0 -_-- -_-- --- --_-- ----- ____ ____
time of 48 hrs [Qp=57(0.5x3600x48)] (ct 0.2400jcfs ----- ----- ----- ----- ----- ----- 0.03 _---- __-- -�_ -__ --_-- -0.00 VJ
-
�_�. 23.88 0.00 708.41 0.02 0.03 ----- ----- ---- ----- 0.03 23.82 0.00 708.28 0.02 0.01 ----- ----- ----- ----- ----- 0.01 23.82 0.00 708.25 0.02 0.00 0.00
----- ----- ----- ---
23.90 0.00 708.41 0.02 0.03 ---- ----- ----- ----- --- ----- ----- 0.03 23.83 0.00 708.28 0.02 0.01 ---- ---- ---- ----- ----- --- ---- 0.01 23.83 0.00 708.25 0.02 0.00 -_-_ --- ---- --- --_- --- ---0.00
-
r- - 23.85 0.00 708.28 0.02 0.01 ---- ----- ----- ---- --- ----- ----- 0.01 23.85 0.00 708.25 0.02 0.00
BMP storage Height _ _acft 23.92 0.00 708.40 0.02 0.03 ----- ----- ---- ----- ---- ----- ----- 0.03 0 00 DATE 1 1 02
0.03 23.87 0.00 708.28 0.02 0.01 ---- ----- ---- ---- ----- ---- ---- 0.01 23.87 0.00 708.25 0.02 0.00 ----- ----- ---- ---- ----- ---- ---
23.93 0.00 708.40 0.02 0.03 --- ----- -- ----- --- ---- ---- -----
0.00
23.88 0.00 708.28 0.02 0.01 - ----- ----- ----- ----- ---- --- 0.01 23.88 0.00 708.25 0.02 0.00 ---- ----- -- --- ----- `---- 0 •2� 13�
(D) Required Orifice Area - ---- 0.03 ---- __-- __-- ___-- __-- ----- ---- -- .00
23.95 0.00 708.40 0.02 0.03 ---- ----- ---- ----- ____ _____
[A=Q / 0.6x(64.4xh ^0.5] I-T-`-� 23.90 0.00 708.28 0.02 0.01 ----- --- ----- ---- --__ ____ ___ 0.01 23.90 0.00 708.25 0.02 0.00 -- -- _ -__ -- ___ __._
p ) (d� 0.00
0.024q j SF 23.97 0.00 708.40 0.02 0.03 ----- ----- ----- ----- ----- ----- ----- 0.03 ___-- __-- -_--
0.03 ---- ----- -----
23.98 0.00 708.40 0.02 0.03 ----- ---- ---- ----- -- -- ---- 23.92 0.00 708.28 0.02 0.01 ----- 0.01 23.92 0.00 708.25 0.02 0.0 -_-- _--- -_-- -___- ----_ --_- _---
---- -
----- -----
23.93 0.00 708.28 0.02 0.01 ---- ----- ----- ----- --- 0.01 23.93 0.00 708.25 0.02 0.00 SCALE: NSA
(E) C'lameter a- Cir cola G'-ifice 24.00 0.00 708.40 0.02 0.03 -- --- ---- ----- ----- ---- ----- 0.03 _ _ ___-- ___-- ___-- --- ----- ----- ---- 0.00
2.0 x (A/3.1415927) �0.5 (eL - - 0.1781 i ft o�� 2.14 j in ---- ---- --- ---- ----- _____ ----- - -- ---- --- --_- ---
j 23.95 0.00 708.28 0.02 0.01 ----- ---- - ----- ---- 0.01 23.95 0.00 708.25 0.02 0. 0 0.00
use C -_3, -�-- ----- ----- ----- ----- ---- ----- --- ---- --- ---- ----- --- ---- 0•00 DESIGNED BY TNA
...End 23.97 0.00 708 28 0 02 0 01 0 01 23 97 0 00 708 25 0 02 0 00
_.._... _...___..... _._. ._.._. 23.98-.�0.00 708.28 0.02 0.01 0.01 23.98 0.00 .708.25 0.02 0.00
24.00 0.00 708.28 0.02 0.01 ---- -- --- --- ---- ----- ---- 0.01 24.00 0.00 708.25 0.02 0.00 ----- . -- ---- ---- ----- --__ ____
...End ...End . . _ ... _._ . _ ................ --- _._-__. FILE NO. 2339
SHEET 5 OF 5
f-
BUILDING NOTES:
BUILDING SHALL COMPLY WITH THE VIRGINIA UNIFORM
STATEWIDE BUILDING CODE AND SECTION 304, USE GROUP
B (BUSINESS) OF THE BOCA NATIONAL CODE/199(0. OTHER
CODE THAT APPLIES IS CABO A 11-1.1-92 USABLE AND
ACCESSIBLE BUILDING AND FACILITIES.
EGRESS DOORS SHALL MEET THE REMOTENESS
REQUIREMENTS IN BOCA.
CHAPTER M OF BOCA SPECIAL INSPECTIONS SHALL
APPLY WHERE REQUIRED.
PROPOSED BUILDING DIMENSIONS SHOWN ON PLAN ARE
APPROXIMATE, ARCHITECT SHALLPROVIDEACTUAL
CONTRACTORS NOTES:
1, ALL EXISTING TOPOGRAPHIC 4 SURVEY INFORMATION
PROVIDED BYVIRGINIA MAPPING INCORPORATED -
CONTRACTOR SHALL FIELD VERIFY EXISTING TOPO AND
UTILITIES HORIZONTAL 4 VERTICAL LOCATION PRIOR TO
START OF CONSTRUCTION.
3. CONCRETE PAVEMENT SECTION FOR
ACCESS/TRAVELWAY SHALL BE DETERMINED BY
CONTRACTOR.
2- CONCRETE E PAVEMENT SECTIONS SHALL BE FIELD
VERIFIED BY CERTIFIED GEOTECH ENGINEER THROUGH
THE OWNER.
3. SIZE OF PROPOSED WATER SERVICE LINE SHALL BE
DETERMINED AT TIME OF FINAL ARCHITECTUAL PLAN.
I L II" II T5 OF GONGRETE PARKING/AGGE55 AREAS
type K copper
tubing, continuous'
pater Without joints from
main
main
TYPICAL WET TAP DETAIL
4" REINFORCED CONCRETE
3000 PSI
4" SUBBASE (21-A STONE)
1/4" = I'
4"
=1 I I=1 I I I I I I
I I—IIIIII=1 11=1
COMPACTED SUBGRADE
(9Oio DENSITY)
CONCRETE 5IDEUJ,4LK DET,4IL.
(NOT TO SCALE)
EG -9- \-
kGKE-Y-L5ROTNER5 INC. �\
ZONED: M2
USE INDI4�T-F,1" 6
C 5HOCKEY 5 OTHER5 INC. \ 4
771
I I .----- ZONE: M2
3�
USE: IND 5TRIAL
123' \Y
LIMITS OF CLEARING t GRADING 1 INGRESS / ECxRESS l
a 0 DOOR I J�
as �
B 12-1' CONC. TRICKLE- ` 26.5' GONG. TRICKLE
0 \ DITCH 6 0.25% DITCH I
w0 a c
�P
Maw VA a
r `
45 8 4 \ 7 �48 746 µ® HP 4535 44 �f
\ ... ...-�—... ... ... ......
'x8' CON(. PAD 45
90
k 4,
WAREHOUSE
ACCESS DOOR
\_
\ \ EX. CMP
EX. WAREHOUSE
TO BE REMOVE� �
�x.
2 S
i9,52i..F. QOT-IDE
I _y - F.F. l .R
STD�O��AGE
\ � \� A -EX. FENCE
\ TO BE REMOVED j
t'\ \ rn
\ TO BE REMOVED
PROPOSED
LLD ,�m� DIS.F K" ION
U�, F.F.=746.00 6'
\ 5
EX. ELECTRIC w
i I l TO BE RELOCATED - I
Sal
"44 7
54 A-12 a
HO R5
a,. n ... .: •4.11. 1
I I -T" Em N23'R59'0
I� 52 ZON p- „2
-
+.
I
USE: IN STRIAL
I Ex. VAL ,r E c � 30'
LU
pp
2-24" "b RESARS L�11
FOR WHEEL STOP
9 CfJ , lC
r
/ ...
SECTION A -A \
WHEEL STOP DETAIL w
I
NOT TO SCOALE
\ (,
` \ i
LONGITUDINAL SLOPE VARIES l� i
21
II ) \ I
IES
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DESIGNED BY: JNT
FILE NO. 3952
SHEET 4 OF 5
ID E C E D WE
SEP 2(`
FREDERICK COUNTY
PLANNING & DEVELOPMENT