HomeMy WebLinkAbout12-07 Tulane Drive Inn & Suite Hotel - Shawnee - Backfile (2)Please note: The site plans associated with this file are
located in the file room.
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Date:
SITE PLAN TRACKING SHEET
3 File opened
,2113L Reference Manual updated/number assigned
-2 //1 k 2 D-base updated
/S U7 File given to Renee' to update Application Action Summary
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CLOSE OUT FILE:
Approval (or denial) letter mailed to applicant/copy made for file
File stamped 'approved", 'denied" or 'withdrawn"
Reference Manual updated
baL� D-base updated
File given to Renee' for final update to Application Action Summary
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SITE PLAN APPLICATION CHECKLIST
The checklist shown below specifies the information which is required to be submitted as part of the site plan
application_ The Department of Planning & Development will rrMew the application to ensure that it is
complete prior to accepting it If any portion of the application is not complete, it will be returned to the
applicant(s).
(1} One (1) set of approved comment sheets are required from each relevant review
agency prior to final approval of a site plan_ It is recommended that applicants
contact the Department of Planning & Development to detemline which review
agencies' are relevant to their site plan application. A list of potentially relevant
review agencies is shown below:
Frederick County Department of Planning & Development
Department of GIS (Geographic Infonnation Services)
Frederick County Sanitation Au_thor3.ty
Frederick County Building Inspections Depaii=nt
Frederick County Department of Public Works
Frederick County Fire Marshal
X Frederick County Health Department
x Frederick County Department of Parks & Recreatian
Virginia Department of Transportation (VDO'I)
X City of iVm6hester
X Town of Stephens City
Town of Middletown.
Frederick County I Winchester Airport Authority
(2) One (1) copy of the Site Plan application form.
(3) Payment of the site plan review fee.
(4) One (1) reproducible copy of the Site Plan (if required).
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RECEIVED FROM _
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DATE NO: 58J.8
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ORDER
BY �4
Patton Harris Rust & Associates
Engineers. Surveyors. Planners. Landscape Architects.
R+A 117 East Piccadilly Street
Winchester, Virginia 22601
PH
T 540.667.2139
F 540.665.0493
To
Organization/Company
From
Date
Project Name/Subject:
PHR+A Project file Number:
CC:
JUN 5 M
Matt Smith VDOT
Kelly Henshaw City of Winchester
Candice Perkins Frederick County
VD OT
Joanne Maidens
June 4, 2008
Sanitary Sewer Upgrades for Tulane Drive Inn & Suites
15774-1-0
Memorandum
I've enclosed here plans and specifications for the replacement of an existing private 6 inch sanitary sewer with a
new 8 inch sewer using a pipe bursting method. The sewer connects into the public sewer system at an existing
manhole located in Princeton Drive and Rill require trenching ui the street to replace the existing line.
If you have questions, please feel free to call.
� Sanitary Sewer Upgrades for
Tulane Inn & Suites
1
May 2008
� CONSTRUCTION SPECIFICATIONS
'Prepared By
Patton Harris Rust & Associates
117 East Piccadilly St, Suite 200
Winchester, VA 22601
David J. Saunders, PE
T 540.898.2115
F 540.898.3230T%I OP
E David.Saunders@phra.com �
Prepared For:
Owners
Burlington, LLC. ! 615785 v
g �>
Bipin Patel 9 200 z
150 ' Wingate Dr, s, ONAL��
Winchester, VA 22601
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�`� Patton Harris Rust &Associates
�i Engineers. Surveyors. Planners. Landscape Architects.
SANITARY SEWER UPGRADES FOR
TULANE DRIVE INN & SUITES
Table of Contents
Detailed Specifications
Division No. Division Title
O1 Not Used
02 Site Work
02562 Pipe Bursting
03 - 15 Not Used
Appendix "A" City of Winchester, VA Public Services Department
Standards Manual, 2007
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SECTION 02562
PIPE BURSTING
PART 1 - GENERAL
1.1 Description of Work
1.1.1 Provide labor, material and equipment to rehabilitate existing sanitary sewers by means
of pipe bursting where indicated on the Contract Drawings. Pipe bursting is a system
by which the existing pipe is burst in -place while simultaneously installing a new high
density polyethylene pipe (HDPE) of the size indicated where the old pipe existed.
Then, existing sewer service house connections are reconnected, television inspection
of the new pipe is conducted and the installation is completed in accordance with the
Contract Documents.
1.2 Rented Work Specified Elsewhere
1.2.1 City of Winchester, Department of Utilities, Standards and Specifications
1.3 Methods
1.3.1 Pipe bursting shall be accomplished by either the pneumatic bursting method or the
static bursting method. Contractor shall select the appropriate pipe bursting method
based on site specific conditions for each line segment to be reconstructed. Contractor
shall commence with the selected method only after receiviing specific approval from
the Citys Director of Public Utilities.
1.4 Qualifications
1.4.1 The Contractor shall be certified by the particular Pipe Bursting System Manufacturer
that such a company is a fully trained user of the pipe bursting system. Contractor
shall be licensed to use the required technology proposed. Bids submitted by
unlicensed, uncertified, or unexperienced contractors will be considered non -responsive
and will not be allowed.
1.4.2 The Contractor shall hold the City and Engineering Firm whole harmless in any legal
action resulting from patent infringements.
1.4.3 Polyethylene pipe jointing shall be performed by personnel trained in the use of butt -
fusion equipment and recornnmended methods for new pipe connections. Personnel
directly involved with installing the new pipe shall receive training in the proper
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methods of handling and installing the polyethylene pipe. Training shall be performed
by qualified representative.
1.4.4 Installer must satisfy all insurance, financial and bonding requirements of the Owner,
and must have had at least 5 (five) years active experience in the commercial
installation of the product bid including use of both pneumatic and static bursting
methods. In addition, the installer must have successfully installed at least 50,000 feet
of the product bid in wastewater collection systems including both pneumatic and
static bursting systems.
1.5 Submittals
1.5.1 Shop drawings, catalog data and manufacturer's technical data showing complete
information on material composition, physical properties and dimensions of new pipe
and fittings. Include manufacturer's recommendations for handling, storage and repair
of pipe and fittings damaged.
1.5.2 Work plan with detail drawings and written descriptions of the entire proposed
construction procedure to construct launching and receiving pits, dewater, bypass
sewage flow, maintain existing service and reconnect sewer service laterals.
1.5.3 Evidence of certification of workmen trained for installing pipe.
1.5.4 Evidence of the experience required in Paragraph 1.4.4 above.
1.5.5 Evidence of technology licensure.
1.5.6 Complete calculations including list of parameters, all formulas, and all other design
data required for installing the new pipe.
1.5.7 Television inspection reports and video tapes made after new pipe installation.
1.6 Delivery Storage and Handling
1.6.1 Transport, handle and store pipe and fittings as recommended by manufacturer.
1.6.2 If new pipe fittings become damaged before or during installation, it shall be repaired
as recommended by the manufacturer or replaced as required by the City's Director of
Public Utilities at the Contractor's expense, before proceeding further.
1.6.3 Deliver, store and handle other materials as required to prevent damage.
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PART 2 - PRODUCTS
2.1 Polyethylene Plastic Pipe
2.1.1 Polyethylene Plastic Pipe shall be high density polyethylene pipe and meet the
applicable requirements of ASTM F714 Polyethylene (PE) Plastic Pipe (SDR-PR)
Based on Outside Diameter, ASTM D1248, ASTM D3350.
2.1.2 Sizes of the insertions to be used shall be such to renew the sewer to its original or
greater than flow capacity as indicated on the Contract Drawings.
2.1.3 All pipe shall be made of virgin material. No rework except that obtained from the
manufacturer's own production of the same formulation shall be used.
2.1.4 The pipe shall be homogenous throughout and shall be free of visible cracks, holes
foreign materials, blisters, or other deleterious faults.
2.1.5 The minimum wall thickness of the polyethylene pipe shall be DR 17.
2.1.6 Material color shall be black or gray with interior of pipe having a light reflective color
to allow easier/better viewing for television inspection.
2.2 Tests
2.2.1 Tests for compliance with this specification shall be made as specific herein and in
accordance with the applicable ASTM Specification. A certificate with this
specification shall be furnished, upon request, by the manufacturer for all material
furnished under this specification. Polyethylene plastic pipe and fittings may be
rejected to meet any requirements of this specification.
PART 3 - EXECUTION
3.1 Equipment
3.1.1 Static Pipe Bursting Tool
3.1.1.1 Pipe bursting tool shall be static. The bursting action of the tool shall increase the
external dimensions sufficiently, causing breakage of the pipe at the same time
expanding the surrounding ground. This action shall not only break the pipe, but also
create the void into which the burster can be statically pulled which enables forward
progress to be made. Simultaneously, the new polyethylene pipe, directly attached to
the expander, shall also move forward.
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3.1.1.2 The static pulling frame shall be telescopic in design to allow the cutting head to
release at the termination of the pull. This also provides minimal trench length by
telescopic adjustment.
3.1.1.3 Quick lock bursting rods are required to guarantee snap lock connections. Quick lock
rods also stabilize cutting wheels at a 90 degree plane to invert pipe. Threaded
bursting rods are not allowed. This ensures the same cutting location eliminating
threaded rod failures and turning of rods which affect cutting ability of blades.
3.1.1.4 The static unit must maintain automatic thrust and pull back.
3.1.1.5 The static -unit must be capable of pipe bursting in two directions from the same
excavation.
3.2.1 Pneumatic Pipe Bursting Tool
3.2.1.1 The pipe bursting tool shall be designed and manufactured to force its way through
existing pipe materials by fragmenting the pipe and compressing the old pipe sections
into the surrounding soil as it progresses. The bursting unit shall be pneumatic and
shall generate sufficient force to burst and compact the existing pipe line. See
manufacturer's specifications for what size tool should be used in what diameter of
pipe, as well as parameters of what size tool for percentage of upsize allowed.
3.2.1.2 The pipe bursting tool shall be pulled through the sewer by a winch located at the
upstream manhole. The bursting unit shall pull the polyethylene pipe with it as it
moves forward. The bursting head shall incorporate a shield/expander to prevent
collapse of the hole ahead of the PE pipe insertion. The pipe bursting unit shall be
remotely controlled.
3.2.1.3 The pipe bursting tool shall be pneumatic. The bursting action of the tool shall
increase the external dimensions sufficiently, causing breakage of the pipe at the same
time expanding the surrounding ground. This action shall not only break the pipe but
also create the void into which the burster can be winched and enables forward
progress to be made. At the same time the polyethylene pipe, directly attached to the
sleeve on the rear of the burster, shall also move forward.
3.2.1.4 'The burster shall have its own forward momentum while being assisted by winching.
A hydraulic winch shall give the burster friction bywhich it can be moved forward.
To form a complete operating system, the burster must be matched to a constant
tension hydraulic winching system.
3.3.1 Winch Unit
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3.3.1.1 The pneumatic tool must be used in conjunction with a constant tension hydraulic
twin Capstan Winch of either 20, 10 or 5 tons, the size of the welch depends on the
diameter of the pipe to be replaced. In no case is the constant tension on the winch to
exceed 20 tons.
3.3.1.2 A winch shall be attached to the front of the bursting unit. The winch shall provide a
constant tension to the burster in order that it may operate iin an efficient manner. The
winch shall ensure directional stability in keeping the unit on line. Only pneumatically
operated equipment with either front or rear expanders for the proper connection to
the polyethylene pipe will be allowed for use.
3.3.1.3 The winch shall be hydraulically operated providing a constant tension throughout the
operation. The winch shall be of the constant tension type but shall be fitted with a
direct reading load gauge to measure the winchinng load. Tlie winch must automatically
maintain a constant tension at a set tonnage reading.
3.3.1.4 The constant tension winch shall supplysufficient cable in one continuous length so
that the pull may be continuous between approved winching points.
3.3.1.5 The winch, cable and cable drum must be provided with safety cage and supports so
that it may be operated safely without injury to persons or property.
3.3.1.6 The Contractor shall provide a system of guide pulleys and bracing at each manhole to
minimize cable contact with the existing sewer between manholes.
3.3.1.7 The supports to the trench shoring in the insertion pit shall remain completely separate
from the winch boom support system and shall be so designed that neither the pipe
nor- the winch cable shall be in contact with them.
3.4 Sewer- Service Connections
3.4.1 All sewer service connections shall be identified and located prior to the pipe insertion
to expedite reconnection. Pipe insertion shall be continuous and without interruption
from one manhole to another, except as approved by the City's Director of Public
Utilities. Upon completion of insertion, the Contractor shall expedite the
reconnection of services so as to minimize any inconvenience to the customers.
3.4.2 Connection of the new service lateral*- to the mainline shall be accomplished by means
of a compression -fit service connection. The service connection shall be specifically
designed for connection to the sewer main being installed and shall be INSERTA TEE
as manufactured by Fowler Manufacturing Co. Flillsboro, Oregon or approved equal.
Install using procedures and equipment as referenced in manufacturer's written
installation instructions.
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Type Available for All Mainline:
TYPES
Gasketted Bell
SDR 35
Gasketed Bell
IPS/SCH 40
PVC Hub
ASTM D3034 SDR 35
ASTM D3034 SDR 26
Rubber Boot
ASTM C443
ASTM C443
Band
301 SS
301 SS
Screw
305 SS
305 SS
Housing
301 SS
301 SS
Gasket
ASTM F477
ASTM F477
3.5 Bypassing Sewage
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3.5.1 The Contractor, when required, shall provide for the flow of sewage around the
section or sections of pipe designated for repair. The bypass pumping shall be '
accomplished in accordance with Specification Section 02565 - BYPASS PUMPING
SYSTEMS. The pump and bypass lines shall be of adequate capacity and size to
handle the flow. '
3.6 Launching and Receiving Pits
3.6.1 The number, location and size of launching and receiving pits shall be planned by the '
Contractor and submitted with the work plan required in Paragraph 1.5.2 above to the
City for approval at least ten (10) days prior to construction. '
3.6.2 The number of pits shall be the minimum necessary to most efficiently accomplish the
work. The Contractor shall give consideration to the use of excavation required for t
other purposes such as for sanitary sewer service reconnections and manhole
replacement.
3.6.3 The Contractor shall place pits and use methods to prevent damage to surrounding
property and infrastructure. Any resulting damage will be corrected by the Contractor
to the satisfaction of the City Inspector at no additional cost to the Owner.
3.6.4 If manholes are used as machine or launching/receiving pits, the Contractor shall
identify such manholes and replace them at no additional cost to the Owner if
damaged.
3.6.5 All pits shall be kept secure at all times by the use of barricades with appropriate lights ,
and signs, construction tape, covering with steel plates or as directed by the City's
Director of Public Works.
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3.7 Constriction Method
3.7.1 Equipment used to perform the work shall be located away from buildings so as not to
create noise impact. Provide a silent engine compartment with the winch to reduce
machine noise as required to meet local requirements.
3.7.2 The Contractor shall install all pulleys, rollers, bumpers, alignment control devices and
other equipment required to protect existing manholes and to protect the pipe from
damage during installation. Lubrication maybe used as recon-unended by the
manufacturer. Under no circumstances will the pipe be stressed beyond its elastic
limit. `Vetch line is to be centered in pipe to be burst with adjustable boom.
3.7.3 The installed pipe shall be allowed the manufacturer's recommended amount of time,
but not less than four (4) hours, for cooluig and relaxation due to tensile stressing prior
to any reconnection of service lines, sealing of the annulus or backfilling of the
insertion pit. Sufficient excess length of new pipe, but not less than four (4) inches,
shall be allowed to protrude Tito the manhole to provide for occurrence. Restraint of
pipe ends shall be achieved by means of Central Plastics Electrofusion coupluigs. The
Electrofusion couplings shall be slipped over pipe ends agaiist manhole wall and fused
in place. Installation of Electrofusion couplings shall be done in accordance with the
manufacturers recommended procedures.
3.7.4 Following the relaxation period, the annular space may be sealed. Sealing shall be
made with material approved by the Engiieer and/or his representative and shall
extend a minimum of eight (8) inches into the manhole wall in such a manner as to
form a smooth, uniform, watertight joint.
3.8 Pie Joinin
3.8.1 The polyethylene pipe shall be assembled and joined at the site using the butt -fusion
method to provide a leak proof joint. Threaded or solvent -cement joints and
connections are not permitted.
3.8.2 All equipment and procedures used shall be used in strict compliance with the
manufacturer's recommendations. Fusing shall be accomplished by personnel certified
as fusion technicians by a manufacturer of polyethylene pipe and/or fusing equipment.
3.8.3 The butt -fused joint shall be true alignment and shall have uniform roll -back beads
resulting from the use of proper temperature and pressure. The joint shall be allowed
adequate cooling time before removal of pressure. Tlne fused joint shall be watertight
and shall have tensile strength equal to that of the pipe. All joints shall be subject to
acceptance by the City Inspector- prior to insertion.
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3.8.4 All defective joints shall be cut out and replaced at no cost to the City. Any section of
the pipe with a gash, blister, abrasion, nick, scar or other deleterious fault greater in
depth than ten percent (10%) of the wall thickness, shall not be used and must be
removed from the site. However, a defective area of the pipe maybe cut out and the
joint fused in accordance with the procedures stated above. In addition, any section of
the pipe having other defects such as concentrated ridges, discoloration, excessive spot
roughness, pitting, variable wall thickness or any other defect of manufacturing or
handling as determined by the City Inspector shall be discarded and not used.
3.8.5 Terminal sections of pipe that are joined within the insertion pipe shall be connected
with Central Plastics Electrofusion Couplings or connectors with tensile strength
equivalent to that of the pipe being joined.
3.9 Testing and Television Inspection
3.9.1 After the existing sewer is completely replaced, internally inspect with television
camera and video tape as required. The finished tape shall be continuous over the
entire length of the sewer between two manholes to be free from visual defects.
Television inspection of pipelines shall be performed by experienced personnel trained
in locating breaks, obstacles and service connections by closed circuit color television.
Television inspection shall include the following:
3.9.1.1 Post -construction video tapes are to be submitted to the City before final invoice.
3.9.1.2 Video tapes are to remain property of the City. The Contractor is to retain a second
copy for his use.
3.9.1.3 All flows tributary to reach of sewer being inspected are to be completely by-passed
around the reach during inspection if necessary and required by the City's Director of
Public Works.
3.9.1.4 Provide post -construction video tape upon completion of reconstruction of each reach
of sewer with the voice description, as appropriate with stationing of services
indicated. Data and stationing are to be on the video tape.
3.9.1.5 Should any portion of the inspection tapes be of inadequate quality or coverage, as
determined by the City's Director of Public Works, the Contractor will have the
portion re -inspected and video taped at no additional expense to the City.
3.9.2 For sewer pipe runs that do not include laterals between manholes, the pipe will be
leakage tested in accordance with SPECIFICATION SECTION 02560 - SANITARY
SEWERS AND APPURTENANCES.
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3.9.3 Defects which, in the opinion of the City's Director of Public Utilities, may affect the
integrity or strength of the pipe, shall be repaired or the pipe replaced at the
Contractor's expense.
- END OF SECTION -
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APPENDIX "A"
I City of Winchester, VA
IPublic Service Department
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Standards Manual
SECTION 3 — Sanitary Sewer Collection Systems
SECTION 6 — Standard Details
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III. Sanitary Sewer Collection Systems
A. General
1. The following minimum requirements are considered acceptable to the City of
Winchester in the collection of wastewater from residential and nonresidential
customers. Deviation from these may be allowed if in accordance with sound
engineering standards, and if the deviation will not increase the likelihood of a
system failure or impact the level of service provided to existing customers on
the City of Winchester collection system.
2. As a general guideline, standards shall be those set forth in Sewerage
Regulations, State Department of Health, Title 12, Agency 5, Chapter 580 of
the Virginia Administrative Code (VAC), as amended.
3. When the City of Winchester standards differ from state and/or federal
regulations, the most stringent requirement shall apply.
4. All drawings, specifications, and engineer's reports submitted for approval
shall be prepared by or under the supervision of a licensed professional
engineer legally qualified to practice in Virginia, or a professional surveyor
with a Class B license issued by the Commonwealth of Virginia. Where
applicable, design may be performed under the direction of a certified land
surveyor in accordance with Sec. 54.1-408 of the above -cited code. The
front cover of each set of drawings, of each copy of the engineer's report, and
of each copy of the specifications submitted for review shall bear the signed
imprint of the seal of the licensed professional engineer who prepared or
supervised the preparation, and shall be signed with an original signature and
date.
5. The engineer shall be responsible for obtaining the review and necessary
approvals of all drawings and specifications by applicable City, County, State
and Federal agencies having jurisdiction. Copies of such approvals shall be
submitted to the Winchester Department of Public Utilities at the time of final
approval.
6. The developer is required to design and construct his/her system, properly
sized and at an appropriate location, to permit future extensions to be made
at the limits of the subdivision or development in question.
7. The City of Winchester has a Sewer Use Ordinance that regulates discharge
to the collection system. Waste from commercial/industrial users may require
pretreatment prior to discharge to the collection system.
8. Restaurants, bakeries, and other facilities involved in the preparation of food
have the potential to discharge oil and grease to the sanitary sewer system. If
is the discharger's responsibility to install and properly maintain such a
pretreatment system to ensure that oil and grease are not discharged to the
sanitary sewer in accordance with the Winchester City Code. Oil/water
separators, where required, shall be shown on the plans and shall comply
with the requirements of the Plumbing Code.
9. Any Contractor that will perform sewer main taps, work within sewer
easements or make road cuts for the purpose of working on the sanitary
sewer, must have Class A, Heavy Highway contractor's license.
Sanitary Sewer Collection Systems
City of Winchester, VA
4/07
B. Engineer's Report
Requests for extensions of sewer lines shall be accompanied by an engineer's report,
which shall present the following information as applicable:
1. A description of the nature and extent of the area to be served. Sewer lines
are to be designed to serve the entire service area of which the subdivision or
development is a part. Elevation of the sewer system must be designed such
that future extensions can serve the entire area that naturally drains toward
the system.
2. An appraisal of the future requirements for service, including existing and
potential connections, provisions for extending the system to include
additional area. The engineer should take into consideration flow rates that
may be derived for different zoning and land use classification that exists or
could exist in the area of development.
3. Average daily flow and peak hourly flow.
4. Design flow and capacity for each pipe segment.
C. Flow Requirements
1. Residential
a. Residential uses include single family units or townhouses.
b. Average daily flow for residential areas shall be based on 350 gallons per
day per unit.
c. When deviations from the above per dwelling rates are proposed, flow
data from existing similar developments shall be included with the
submission.
2. Nonresidential
a. The required flow for commercial, industrial or other nonresidential uses
shall be as determined by the engineer and reviewed and approved by
the City of Winchester.
b. For considering development of surrounding areas where land is zoned
for industrial or commercial usage, and to insure adequate capacity upon
development, design shall be based on an average daily flow of 4,000
gallons per day per acre.
3. Peak flow — lateral and sub -main sewers
a. Lateral — a sewer that has no other common sewers discharging into it.
b. Sub -main — a sewer that receives flow from one or more lateral.
c. Minimum peak design flow should be 400 percent of the average design
flow.
4. Peak flow — Main, trunk and interceptor sewers
a. Main or trunk — a sewer that receives flow from one or more sub -main
sewers.
b. Interceptor— a sewer that receives sewage flow from a number of gravity
Sanitary Sewer Collection Systems III-2
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mains, trunk sewers, force mains, etc.
c. Minimum peak design flow should be 250 percent of the average design
flow.
D. System Design
1. General
a. The plans shall provide for future connections by extending mains to the
exterior boundaries of the development when applicable.
b. The collection system developed shall be compatible with the City of
Winchester's comprehensive sewer plan.
2. Location
a. Mains shall be located to provide service to each lot within a subdivision.
All mains shall be installed in dedicated roadways, public rights -of -way, or
utility easements dedicated to the City of Winchester.
b. All manholes proposed within areas where vehicles travel shall be located
either on the centerline of the road or center of the traveling lane.
c. All lateral services shall provide a cleanout at the edge of the public
rights -of -way or easement or between the curb and sidewalk. Lateral
piping shall be extended to the property line for all new development.
d. A private lateral shall not be located parallel within road right-of-way.
e. Every effort should be made to locate sewers outside of flood prone
areas. Sewer lines and/or manholes shall not be located in drainage
ditches, or pass under stormwater detention facilities.
f. Separation of water mains and sewers
1) Parallel installation. Under normal conditions water mains shall be laid
at least 10 feet horizontally from a sewer or sewer manhole. The
distance shall be measured edge -to -edge.
2) Parallel installation. Under unusual conditions when local conditions
prevent a horizontal separation of 10 feet, the water main may be laid
closer to a sewer or sewer manhole provided that:
a) The bottom of the water main shall be at least 18 inches above
the top (crown) of the sewer.
b) Where this vertical separation cannot be obtained, the sewer
shall be constructed of Class 52, ductile iron water pipe,
pressure tested in place without leakage prior to backfilling.
c) The sewer manhole shall be of watertight construction and
tested in place.
Sanitary Sewer Collection Systems
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3) Crossing. Under normal conditions, water lines crossing sewers shall
be laid to provide a separation of at least 18 inches between the
bottom of the water line and the top of sewer whenever possible.
4) Crossing. Under unusual conditions when local conditions prevent a
vertical separation of 18 inches, the following construction shall be
used:
a) Sewers passing over or under watermains shall be
constructed of Class 52, ductile iron water pipe with Sewper
Coat Lining (Griffin).
b) Watermains passing under sewers shall be protected by
providing:
(1) A vertical separation of at least 18 inches between the
bottom of the sewer and the top of the watermain.
(2) Adequate structural support for the sewers to prevent
excessive deflection of the joints and the settling on and
breaking of the waterline.
(3) The length of the watermain pipe section shall be centered
at the point of crossing so that the joints shall be
equidistant and as far as possible from the sewer.
5) No watermain shall pass through or come in contact with any part of a
sewer manhole.
Where the sanitary sewer is installed parallel to a storm drainage
structure, there shall be at least 10 feet horizontally, measured center to
center, between them. In a crossing installation, a minimum separation of
12 inches measured from edge to edge shall be provided.
In cases where sanitary sewers are to be constructed on steep grades
(20 percent or greater), sewers shall be anchored securely with concrete
anchors or other approved means. Suggested minimum anchorage is as
follows, but should be determined by the Engineer:
1) Not over 36 feet center to center on grades 20 percent to 35 percent.
2) Not over 24 center to center on grades 35 percent to 50 percent.
3) Not over 16 feet center to center on grades 50 percent and over.
Easements
1) An "easement" shall mean any area to which the City has unlimited
access for servicing utility lines.
2) Permanent easements shall be a minimum width of 20 feet. Wider
easements may be required where more than one facility may occupy
an easement, or in consideration of line size, depth or access
requirements.
3) Off -site easements shall be recorded and the Deed book and Page
Numbers of the recordation shown on the utilities plan before approval
of the plans for construction.
4) No building or other structure, including but not limited to fences and
decks, shall be erected over permanent easements.
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5) Any plantings installed within an easement may be damaged or
destroyed during the course of servicing. The City is not liable for
damage to any improvements or plantings within an easement. The
City will reseed as necessary any bare or disturbed soil for erosion
control purposes.
6) Small and medium shrubs, groundcovers, or grasses may be planted
within an easement. Small trees (under 30 feet in height at maturity)
may be planted a minimum of 10 feet from the centerline of the
closest pipeline within the easement or 10 feet from the center of the
easement, whichever is greater. Small trees as defined above shall
include redbuds, fringe tree, serviceberry, crape myrtle, golden
raintree, hawthorne, hornbeam, saucer or star magnolia, sassafras, or
smoke tree. Large trees shall not be placed within any City Utility
easement.
3. Size
a. No gravity main shall be less than 8 inches in diameter.
b. Standard sizes of gravity mains shall have nominal diameters of 8 inches,
10 inches, 12 inches, 15 inches, 21 inches, 24 inches, 30 inches and 36
inches.
c. In general, the pipe diameter of sub -trunk and trunk sewers should be
continually increasing with increase in tributary flow.
d. Changes in pipe size or material shall not occur between manholes.
4. Bedding and Backfill
a. Outside of Traffic Area (see Detail)
1) The sewer main pipe, fittings and appurtenances shall be bedded by
hand, or approved mechanical method, from 6 inches below the pipe
to 12 inches above the pipe with crushed stone classified as VDOT
No. 57. Bedding material shall be deposited in the trench for its full
width of each side of the pipe, fitting or appurtenance.
2) From 12 inches above the pipe to the final grade, excavated trench
material containing stones no greater than 3 inches in diameter may
be used as backfill material, unless otherwise specified.
b. Within Traffic Area (See Detail WS-2)
1) The sewer main pipe, fittings and appurtenances shall be bedded by
hand, or approved mechanical method, from 6 inches below the pipe
to the springline of the pipe with crushed stone classified as VDOT
No. 57. Bedding material shall be deposited in the trench for its full
width of each side of the pipe, fitting or appurtenance.
2) When pipe is constructed within the road, street, driveway or parking
lot, granular backfill VDOT Class 21A) is required for the full depth of
backfill. Backfill shall be placed in 6-inch layers and compacted by
tamping.
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3) Granular backfill (VDOT Class 21A) is required for the full depth of
backfill where the trench is outside of the pavement but the nearest
trench wall is within 5 feet of the edge of pavement.
4) Pipe trenches shall be restored within 24 hours. When necessary,
trenches may be restored temporarily with cold patch asphalt. When
weather permits, temporary trenches must be restored permanently
within 7 days.
5. Depth
a. The minimum depth of sewer lines subject to traffic loads shall be 6 feet
of cover above the top of pipe. Sewer lines in easements not subject to
traffic loads shall have a minimum of 3 feet of cover above the top of pipe.
b. When conditions are such that minimum cover can not be achieved, the
City of Winchester may consider the use of SDR26 PVC pipe. Such
conditions shall be considered on a case by case basis and approval
must be obtained in writing from the City of Winchester Public Utilities
Department.
6. Pipe Slope
a. All gravity sewers shall be designed and constructed to give mean
velocities, when flowing full, of between 2 and 10 feet per second, based
on Manning's formula and using "n" value of 0.013. The minimum velocity
requirement is necessary to prevent the deposition of solids. The
following are minimum slopes to be provided; however, slopes greater
than these are desirable:
Sewer Diameter
Minimum Slope in feet per 100 feet
8 inch
0.40
10 inch
0.28
12 inch
0.22
15 inch
0.15
18 inch
0.12
21 inch
0.10
24 inch
0.08
30 inch
0.06
36 inch
0.05
b. A velocity in excess of 10 feet per second may be permitted with proper
consideration of pipe material, abrasive characteristics of the wastewater,
turbulence, and thrust at changes in direction.
7. Manholes
a. Manholes shall be provided at all intersections of gravity sewer mains,
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changes in grade, alignment, direction or changes in sewer line pipe size.
b. The maximum distance permitted between manholes is 400 feet.
c. All sewer lines shall have a 0.1 feet drop through the manhole. Where
sewer lines change direction, the invert elevation shall drop 0.25 feet
(typical) through the manhole.
d. Manholes shall be installed at the termination of a sewer line or at the end
of any gravity main that can be extended in the future to serve adjacent
properties.
e. Watertight manhole covers are to be used whenever the manhole is
subject to flooding or is located within the 100-year flood plain.
f. Manholes located along streams, creeks, or other bodies of water may be
required to be extended above the 100-year flood plain.
g. Manholes located within an easement shall be extended 18 inches above
ground level.
h. Drop manholes may be used if the invert of the upstream sewer is 2 feet
or more above the top of the downstream sewer leaving the manhole. All
drops shall be exterior as shown in the City of Winchester standards.
i. All lines 6-inch diameter and larger sewers must be connected to the
collection system through a manhole.
j. The minimum horizontal angle between the upstream and downstream
sewer shall be 90 degrees.
8. Road, Railroad and Stream Crossings
a. Major road crossings and railroad crossings shall be encased in steel
casing and piping shall be ductile iron. Additional requirements of the
regulatory agency responsible for the roadway/railroad shall be met.
b. Stream crossings shall be encased in steel casing or made with bell -joint
ductile iron pipe. Manholes shall be provided at both ends of the water
crossing; the manholes shall be easily accessible and not subject to
flooding.
9. Sewage Pump Stations and Force Mains
a. Sewage pump stations will be used only when it has been determined to
be the only practical way to provide sanitary service and upon approval of
the Winchester Department of Public Utilities.
b. A detailed engineering report shall be submitted to and approved by the
Winchester Department of Public Utilities.
c. The design must conform to the minimum standards set forth in the
Virginia Department of Health Sewerage Regulations. At a minimum, the
following data shall be provided:
1) Complete design calculations for the pump station and force main,
including the head discharge curve.
2) At least two views of the pump station, plan view and cross
section, shall be provided.
3) Electric panel detail.
4) Pump and alarm control elevations.
5) Inlet and outlet pipe elevations.
6) Finished grade and foundation elevations.
7) Design pump capacity, horsepower, total dynamic head,
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manufacturer and model number.
8) Sump capacity and cycle time.
d. The design shall provide for continuous operability of the pump station by
including an auxiliary stand-by generator that can operate sufficient
pumps to deliver the design peak flow, subject to the approval of the
Winchester Department of Public Utilities.
e. Force mains shall be designed with a minimum flow velocity of 3.0 feet
per second, and a maximum flow velocity of 8.0 feet per second.
Minimum size shall be 4-inches in diameter. A constant grade shall be
used where feasible. Valves shall be provided at appropriate locations.
E. Materials
1. General
a. Whenever proprietary equipment is specified "or approved equal" is
implied. All proposals for substitution shall be submitted in writing to the
City of Winchester Department of Public Utilities for their approval.
2. Gravity Mains
a. Sanitary sewers shall be polyvinylchloride (PVC) SDR 26 heavy wall
sewer pipe and shall meet or exceed ASTM D-3034. Joints shall be
gasketed, bell and spigot type with the bell made integral with the pipe.
b. Each length of pipe shall be marked with the manufacturer's name, trade
name, nominal size, class, hydrostatic test pressure, manufacturer's
standard symbol to signify it was tested, and date manufactured.
3. Force mains shall be pressure class PVC or ductile iron.
4. Lateral Piping
a. PVC pipe used for installation of lateral services shall be 4-inch unless
otherwise specified and have a minimum wall thickness of SDR 26. All
fittings shall be gasketed.
b. D.W.V. fittings shall comply with ASTM D-2665, and be socket by socket.
Gasketed adapter shall meet ASTM D-3139 with gaskets meeting ASTM
F-477.
c. 4-inch main line and lateral cleanout wyes shall be gasket by gasket by
gasket on stand pipe lead.
d. Cleanouts for 4-inch laterals shall be 4-inch cast iron gasketed ceanouts
with a recessed brass screw plug, Panella model PA4SV-CSK.
e. Lateral connections to an existing sewer shall be made with a boot-n-
saddle with stainless steel straps and appropriate rubber fitting.
f. Cleanouts subject to traffic or in the sidewalk area shall have a cleanout
frame and cover. Cleanout frames and covers shall be Capitol Foundry
model B-1140 or approved equal.
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5. Pipe Fittings
a. PVC fittings used in a gravity collection system shall be of the same SDR
rating as the collection pipe being used.
b. Fittings are permitted only on service laterals and drop manholes in
gravity collection system.
c. Fittings used in a force main system shall be mechanical joint and made
of ductile iron. Ductile iron fittings shall be Class 350 conforming to ASTM
A536-72. Nominal thickness of fittings shall be equal to Class 54 ductile
iron. All fittings shall be cement lined.
6. Valves - Force Main System
a. Direct Bury Valves
1) All valves shall be resilient seat conforming to requirements of AWWA
Standard C509. They shall be manual opening, non -rising stem
equipped with a 2-inch square operating nut for installation in the
vertical position.
2) The valve body shall be made of ductile iron with mechanical joints.
The body of the valve shall be epoxy -coated interior and exterior, and
have a smooth bottom design.
3) Valve shall open left (counterclockwise) and seating shall use
compression closure.
4) The operating stem shall be a minimum diameter of 7/8 inch with a
double 0-ring seal. The configuration of the 0-rings shall be above and
below the thrust collar.
5) Valves must have a 250 psi working pressure and 400 psi test
pressure.
b. Exposed Gate Valves
1) Valves shall meet requirements for direct bury valves with the
following exceptions:
a) Joints shall be flanged.
b) Valve shall be rising stem.
c) Valve will be manually opened using a handwheel.
d) Outside -screw -and -yoke (OS & Y) type.
c. Combination Air Release and Vacuum Valves
1) The air vent (release) shall be float operated and shall incorporate
a simple level mechanism to enable the valve to automatically
release accumulated air while the system is pressurized and
operating.
2) All combination air release and vacuum valves shall be installed in
a vault as set forth in the Standard Details.
3) The air vent shall close drip -tight, incorporating a renewable seat
that is field replaceable.
4) The body and cover of the air vacuum release assembly shall be
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manufacturer and model number.
8) Sump capacity and cycle time.
d. The design shall provide for continuous operability of the pump station by
including an auxiliary stand-by generator that can operate sufficient
pumps to deliver the design peak flow, subject to the approval of the
Winchester Department of Public Utilities.
e. Force mains shall be designed with a minimum flow velocity of 3.0 feet
per second, and a maximum flow velocity of 8.0 feet per second.
Minimum size shall be 4-inches in diameter. A constant grade shall be
used where feasible. Valves shall be provided at appropriate locations.
E. Materials
1. General
a. Whenever proprietary equipment is specified "or approved equal" is
implied. All proposals for substitution shall be submitted in writing to the
City of Winchester Department of Public Utilities for their approval.
2. Gravity Mains
a. Sanitary sewers shall be polyvinylchloride (PVC) SDR 26 heavy wall
sewer pipe and shall meet or exceed ASTM D-3034. Joints shall be
gasketed, bell and spigot type with the bell made integral with the pipe.
b. Each length of pipe shall be marked with the manufacturer's name, trade
name, nominal size, class, hydrostatic test pressure, manufacturer's
standard symbol to signify it was tested, and date manufactured.
3. Force mains shall be pressure class PVC or ductile iron.
4. Lateral Piping
a. PVC pipe used for installation of lateral services shall be 4-inch unless
otherwise specified and have a minimum wall thickness of SDR 26. All
fittings shall be gasketed.
b. D.W.V. fittings shall comply with ASTM D-2665, and be socket by socket.
Gasketed adapter shall meet ASTM D-3139 with gaskets meeting ASTM
F-477.
c. 4-inch main line and lateral cleanout wyes shall be gasket by gasket by
gasket on stand pipe lead.
d. Cleanouts for 4-inch laterals shall be 4-inch cast iron gasketed cleanouts
with a recessed brass screw plug, Panella model PA4SV-CSK.
e. Lateral connections to an existing sewer shall be made with a boot-n-
saddle with stainless steel straps and appropriate rubber fitting.
f. Cleanouts subject to traffic or in the sidewalk area shall have a cleanout
frame and cover. Cleanout frames and covers shall be Capitol Foundry
model B-1140 or approved equal.
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5. Pipe Fittings
a. PVC fittings used in a gravity collection system shall be of the same SDR
'
rating as the collection pipe being used.
b. Fittings are permitted only on service laterals and drop manholes in
gravity collection system.
'
c. Fittings used in a force main system shall be mechanical joint and made
of ductile iron. Ductile iron fittings shall be Class 350 conforming to ASTM
A536-72. Nominal thickness of fittings shall be equal to Class 54 ductile
'
iron. All fittings shall be cement lined.
6. Valves - Force Main System
'
a. Direct Bury Valves
1) All valves shall be resilient seat conforming to requirements of AWWA
'
Standard C509. They shall be manual opening, non -rising stem
equipped with a 2-inch square operating nut for installation in the
vertical position.
'
2) The valve body shall be made of ductile iron with mechanical joints.
The body of the valve shall be epoxy -coated interior and exterior, and
have a smooth bottom design.
'
3) Valve shall open left (counterclockwise) and seating shall use
compression closure.
4) The operating stem shall be a minimum diameter of 7/8 inch with a
double 0-ring seal. The configuration of the 0-rings shall be above and
'
below the thrust collar.
5) Valves must have a 250 psi working pressure and 400 psi test
pressure.
b. Exposed Gate Valves
'
1) Valves shall meet requirements for direct bury valves with the
following exceptions:
a)
Joints shall be flanged.
b)
Valve shall be rising stem.
c)
Valve will be manually opened using a handwheel.
'
d)
Outside -screw -and -yoke (OS & Y) type.
c. Combination Air Release and Vacuum Valves
'
1)
The air vent (release) shall be float operated and shall incorporate
a simple level mechanism to enable the valve to automatically
'
release accumulated air while the system is pressurized and
operating.
2)
All combination air release and vacuum valves shall be installed in
a vault as set forth in the Standard Details.
'
3)
The air vent shall close drip -tight, incorporating a renewable seat
that is field replaceable.
4)
The body and cover of the air vacuum release assembly shall be
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made of case iron conforming to ASTM A48, Class 35. All interior
parts of the assembly shall be stainless steel.
5) Valves shall be Val-matic No. 801 BWA or approved equal.
7. Manholes
a. Manholes shall be precast reinforced concrete capable of sustaining an
H-20 loading and meeting standards put forth under ASTM C-478.
b. Manholes shall have a minimum inside diameter of 48 inches with a
minimum wall thickness of five inches.
c. The base section shall be monolithic to a point 12 inches above the crown
of the incoming pipe with a minimum base thickness of 8 inches. The
base shall have a diameter 12 inches larger than the barrel of the
manhole.
d. Pipe holes in new manholes shall be properly located and cast in place
with appropriate boot (Chardon Rubber Company or approved equal).
After assembly, pipe to be grouted in place using non -shrinking grout
inside the manhole.
e. Services into existing manholes may be cored and shall be sealed using
Kor-N-Seal or Lock -Joint with two stainless steel bands by Dukor Co.,
Milford, NH, to hold the pipe in position.
f. Cone sections shall be eccentric narrowing from 48 inches to 24 inches
inside diameter.
g. Flat top sections shall be used in place of a cone section for manholes
less than 5 feet deep. The 24-inch access hole shall be offset to allow
easy access to steps and shall be reinforced to support H-20 loading.
h. The exterior of the manhole shall be covered with fibrous bitumastic
coating.
i. Manhole steps conforming to the applicable provisions of ASTM
Specifications C 478 such as aluminum 14967 as manufactured by Alcoa
or plastic steps manufactured by MA Industries or equal, shall be factory
built into precast sections. Step spacing and alignment to be maintained
uniform and vertical throughout the depth of the manhole.
j. Each manhole section shall have not more than two holes for the purpose
of handling and laying. These holes shall be sealed with cement mortar.
k. Joints of the manhole sections shall be of the tongue and groove type;
sections shall be joined using 0-ring rubber gaskets.
I. All joints, holes, etc., shall be sealed with cement mortar.
8. Manhole Frame and Cover
a. Manhole frames and covers shall conform to ASTM A-48. The words
"sanitary sewer" shall be cast into the cover and shall be plainly visible.
b. Manhole frames and covers shall be as manufactured by Capitol Foundry
of Virginia, Item No. MH-3000 EC*, Pattern No. 1611, or approved equal.
c. Watertight frames and covers, as applicable, shall be as manufactured by
Capitol Foundry of Virginia, Item No. MH-3000 WT*, Pattern No. 1593, or
approved equal.
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F. Inspections and Testing
1. General
a. All costs of cleaning, inspection and testing are to be borne by the
Contractor and/or Developer.
b. Cleaning, televising and testing shall be performed a minimum of 30 days
after the completion of backfill and compaction, and shall be witnessed by
the City. The Contractor or Developer shall contact the City at the start of
the waiting period.
c. Any portion of the sanitary sewer system failing to meet the inspection or
testing requirements of the City of Winchester shall be corrected to the
satisfaction of the City. The costs for such corrections shall be borne by
the Contractor and/or Developer.
d. All repair methods, other than replacement of the defective areas with
new materials, shall be subjected to prior approval of the City. Grouted,
collared, clamped, or otherwise patched sewer pipe shall not be
acceptable.
e. All unacceptable conditions found during television inspection must be
corrected and re -televised.
2. Gravity Sewer Lines
a. The completed sanitary sewer shall be high-pressure water jet cleaned
and subjected to a low pressure air test. In accordance with the following
procedures:
1) All service laterals, cleanouts, stubs and fittings within the sewer test
section shall be properly capped or plugged during construction to
prevent air loss that could cause an erroneous air test result.
2) Plugs shall be supplied and installed by the Contractor in the line to
be tested at each manhole. Each plug shall be securely placed.
3) Low pressure air shall be slowly introduced into the sealed line until a
constant internal pressure of 4.0 psi is maintained.
4) After a constant pressure of 4.0 psi is reached, the air supply shall be
throttled back to maintain that internal pressure for at least two
minutes.
5) After the stabilization period, the air hose from the control panel to the
air supply shall be shut off or disconnected, and the test shall begin.
6) For a section of the line to pass, there shall be zero leakage for a five-
minute interval after the supply has been shut off.
b. The entire length of all flexible sewers shall be tested for
deflection using a "go -no-go" mandrell (95% of the pipe's internal
diameter).
c. Sewer line sections shall be visually inspected by means of a
closed circuit television. The inspection shall be done one
manhole section at a time and recorded on a VHS cassette.
Sewers are to be flow tested before television inspection to ensure
no ponding occurs.
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1) The television camera used for the inspection shall be one
specifically designed and constructed for such inspection. The
image shall be clear enough to enable the City representative
and others viewing the monitor to easily evaluate the interior
condition of the pipe. The inspection shall be recorded on a
VHS videocassette and the City shall retain a copy of the tape.
2) The visual inspection may be provided by an approved TV
inspection firm or by the City. If the Developer should request
this service from the City, He/she shall be charged per lineal
foot inspected at the current rate.
3) Lighting for the camera shall be suitable to allow a clear
picture of the entire periphery of the pipe. The camera shall
have a footage -recording device and the footage shall be
displayed on the monitor.
4) Unacceptable conditions that adversely affect the ability of the
system to function as designed or to be properly maintained
may include, but are not limited to the following:
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a) Protruding taps.
b) Root intrusion.
c) Cracked or faulty pipe. '
d) Improper pipe repair.
e) Misaligned or deformed pipe.
f) Debris in line. '
g) Infiltration/exfiltration.
h) Bellies or sags with a depth greater than or equal to 10%
(or a maximum of 1-1/2 inches) of pipe diameter and/or a '
length greater than 25 feet.
3. Manholes - Vacuum Method
a. Precast concrete manholes shall be tested in accordance with ASTM C
1244-93, standard test method for concrete sewer manholes by the
negative air pressure test (vacuum method).
b. Manholes shall be tested after installation with all connections in place.
c. Procedure for testing shall be as follows:
1) Temporarily plug all pipes entering the manhole at least eight inches
into the sewer pipe. The plug must be inflated at a location past the
manhole/pipe gasket, and braced to prevent the plugs or pipes from '
being drawn into the manhole.
2) The test head shall be placed inside the frame at the top of the
manhole and inflated, in accordance with the manufacturer's
recommendations. '
3) A vacuum of ten inches of mercury (10" Hg) shall be drawn on the
manhole. Shut the valve on the vacuum line to the manhole and shut
off the pump or disconnect the vacuum line from the pump. '
4) The pressure gauge shall be liquid filled, having a 3.5 inch diameter
face with a reading from zero to 30 inches of mercury.
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5) The manhole is considered to pass the vacuum test if the time for the
vacuum reading to drop from 10" to 9" Hg is one minute or more.
6) If the manhole fails the test, necessary repairs shall be made. The
vacuum test shall be repeated until the manhole passes the test.
7) All temporary plugs and braces shall be removed after each test.
d. Manholes shall show no signs of ponding water in the inverts.
4. Force Mains - Exfiltration Method
a. All force mains shall be tested at a minimum pressure of at least 50
percent above the design operating pressure, for at least 30 minutes.
Leakage shall not exceed the amount given by the following formula:
L=ND�P
1850
where: L is allowable leakage in gallons per hour
N is the number of pipe joints
D is the pipe diameter in inches
P is the test pressure
5. Force Mains —Air Testing
a. The design operating pressure of a force main is expressed as total
dynamic head (tdh). (TDH is measured in feet of water. It is known that
34 feet of water equals 14.7 psi.) The project drawings shall show the
TDH.
b. The formula for obtaining the testing pressure (P) shall be:
P= 0.65 (H)
where P= test pressure in psi
H= total dynamic head (tdh) in feet of water at design
operating point.
c. Specific pressure used in the test shall be subject to the approval of the
City.
d. The air test is to be conducted between the pump station and line's
discharge manhole. The test equipment shall consist of:
1. Two plugs (one tapped and equipped for air inlet connection)
2. A shut-off valve
3. A pressure regulating valve
4. A pressure reduction valve
5. A monitoring pressure gauge having a pressure range of 5 psi greater
than the required test pressure. The test equipment shall be set up
outside the manhole or pump station for easy access to reading.
e. Air shall be supplied slowly. When the required pressure has been
reached, it shall be maintained for five minutes to insure the pipe's
internal pressure has been stabilized. After stabilization, the air supply
shall be shut off and the test begun.
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f. For the section of line to pass, there shall be zero leakage for 60 minutes
after the valve has been shut off.
g. The test must be done in the presence of a City Utilities inspector.
6. Pump Station Wet Wells
a. Pump station wet wells shall be tested by either the ex -filtration or
vacuum method.
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Sanitary Sewer Collection Systems III-14 '
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SECTION 6
STANDARD DETAILS
Refer to contract drawings for STANDARD DETAILS.
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•—.0 "A
�,(�CON
COUNTY of FREDERICK
Department of Planning and Development
540/665-5651
FAX: 540/ 665-6395
April 16, 2007
Ms. Joanne Maidens
Patton Harris Rust & Associates, PC
117 C. Piccadilly Street, Suite 200
Winchester, Virginia 22601
Re: Revised Approval of Site Plan #12-07; Tulane Drive Inn & Suites
Property Identification Number 64A-4-1
Dear Joanne:
The Frederick County Department of Planning and Development administratively approved the above -referenced
site plan on April 16, 2007. The site plan is approved for revisions to the previously approved Tulane Drive Site
Plan (SP#35-05). The site plan is approved for the construction of new six -story, 94 room, hotel along Millwood
Pike (Route 50 Cast) in the Shawnee Magisterial District. Required site improvements include the following:
Construction of a parking lot with 94 spaces (including four handicap accessible spaces), including curb
and gutter, striping, handicap access, dumpster site, two loading spaces, lanclscaping and a fire lane around
the rear of the building.
A 5' sidewalk along Route 50 and Tulane Drive.
A Zoning District Buffer (a portion slharecl) along the adjacent College Park Subdivision.
All requirements of the Freclerick County Zoning Ordinance have been met in the approved site plan, including
review agency comments from all relevant review agencies. I am providing you with seven (7) copies of the
approved site plan. Please forward these copies to the appropriate rcpresentative(s). Furthermore, advise the
owner(s) that a copy should be kept for future reference, and an approved copy must be kept on the construction
site throughout the development process. Once site development is complete, the owner(s) should contact this
office to schedule an on -site inspection. Do not hesitate to contact me if you have any questions or concerns.
Sincerely,
rQG,L" �_ f
Candice E. Perkins
Planner II
CEP/dlw
cc: Gene Fisher, Shawnee District Supe►-visor
Robert Morris and June Wilmont, Shawnec District Planning Commissioner
Burlington, LLC, 150 Wingate Drive, Winchester, VA 22601
107 North Kent Street, Suite 202 • Winchester, Virginia 22601-5000
Patton Harris Rust & Asso�tes Is
Er�ineers. Surveyors. Planners. Landscape Arc Itects.
P� 117 East Piccadilly Street
H Winchester, VA 22601
T 540.667.2139
F 540.665.0493
To:
Organization/Company:
Address:
Telephone Number:
Date:
From:
Project Name/Subject:
Via:
Candice Perkins
Frederick County Planning
April 10, 2007
Joanne Maidens
Tulane Drive Inn & Suites
Transmittal
Internal Project File #:
Quantity File # Date Description
Transmitted
®
Herewith
9 Plan sets
❑
Under separate cover
1 Fire Marshal Approval
Material
❑
Originals
®
Photocopies
❑
Diskette
❑
Shop Drawings
❑
Mylar
❑
Ozalid Prints
❑
Invoice
❑
Sepia
Purpose
®
Your Use
❑
Your Files
Notes:
®
Approval
❑
Please Return:
Corrected Prints
❑
Please Submit:
Revised Prints
Received by: r`Date:
Control number
sP06-0076RRR
Project Name
Tulane Drive Inn & Suites
Address
117 E. Piccadilly St.
Type Application
Site Plan Resubmit
Current Zoning
B
Automatic Sprinkler System
Yes
Other recommendation
Emergency Vehicle Access
Adequate
Siamese Location
Adequate
Emergency Vehicle Access Comments
Access Comments
I=t.0derick C;cdt_ani:y Fh nd l.e: ctic
Oflice of 1-fie Fire V"i ar h .al
Mart l:eviev] and corrill-le l*.3,
Date received Dale reviewed Date Revised
3/19/2007 3/20/2007 3/19/2007
Applicant
Patton Harris Rust & Associates
City State Zip Applicant Phone
Winchester VA 22601 540-667-2139
Tax ID Number Fire District Rescue District
64A-4-1 21 21
Recommendations
Automatic Fire Alarm System
Yes
N.equire eln-is
Hydrant Location
Adequate
Roadway/Aisleway Width
Adequate
Election District
Shawnee
Residential Sprinkler System
No
Fire Lane Required
Yes
Special Hazards
No
Additional Comments
Site plan is approved as submitted. However, the patio area must be kept clear at all times in the area
marked as a fire lane. The owner will provide a lock box for the keys to the gate.
Plan Approval Recommended Reviewed By Slgnature
Yes J. Neal
Title
4tcx o Frederick County I:ire and Rescue
a , Department
a y Office of the Fire Marshal
w a
Plan Review and Comments
VIRGINIA
Control number
SP06-0076R
Project Name
Tulane Drive Inn & Suites
Address
117 E. Piccadilly St.
Type Application
Site Plan
Current Zoning
B
Automatic Sprinkler System
Yes
Other recommendation
Emergency Vehicle Access
Inadequate
Siamese Location
Adequate
Emergency Vehicle Access Comments
Access Comments
Date received Date reviewed Date Revised
2/12/2007 2/20/2007 2/12/2007
Applicant
Patton Harris Rust & Associates
City State Zip Applicant Phone
Winchetser VA 22601 540-667-2139
Tax ID Number Fire District Rescue District
64A-4-1 21 21
Recommendations
Automatic Fire Alarm System
Yes
Requirements
Hydrant Location
Inadequate
Roadway/Aisleway Width
Adequate
Election District
Shawnee
Residential Sprinkler System
No
Fire Lane Required
Yes
Special Hazards
No
Additional Comments
Spoke with Joann Maidens on Feb. 17 regarding access issues and hydrant locations. She will talk to
VDOT concerning another entrance and will change a hydrant location.
Plan Approval Recommended Reviewed By Signature,
No J. Neal Title
•
e`]oIl[ (����)
COUNTY of FREDERICK
Department of Planning and Development
540/665-5651
FAX: S40/665-6395
March 12, 2007
Ms. Joanne Maidens
Patton Harris Rust & Associates, PC
117 E. Piccadilly Street, Suite 200
Winchester, Virginia 22601
Re: Approval of Site Plan 912-07; Tuhine Drive Inn & Suites
Property Identification Number 64A-4-1
Dear Joanne:
The Frederick County Department of Planning and Development administratively approved the above -referenced
site plan on March 12, 2007. The site plan is approved for revisions to the previously approved TLIIane Drive Site
Plan (SP05-05). The site plan is approved for the Construction of a new six -story, 96 room, hotel along Millwood
Pile (Route 50 East) in the Shawnee Magisterial District. Required site inlprovcnlentS include the following:
COIlSt1'LICt1On Of a parking lot with 96 Spaces (including four handicap accessible spaces), including curb
aild gutter', Stl'Iplllg, handicap access, dL111lpS1ei' Site, two IOadino spaces and landscaping.
A 5' sidewalk along Route 50 and Tulane Drive.
A Zoning District Buffer (a portion shared) along the adjacent College Park Subdivision.
All requirements of the Frederick County Z011lllg 0I'CIInaI1CC have been fillet in the approved site plan, inCluCling
review agency comments from all relevant review agencies. I and providing YOU with three (3) Copies Of the
approved Site plan. Please forward these copies t0 the appropriate representat ive(s). FL11111C1'11101'C, advise the
owner(s) that a copy SIIOLIId be kept for fLItL11'C reference, and ail approved Copy 111LISt be kept oil tllC COI1St1'LICt1011
site throughout the development process. Once site development IS Complete, the Owner(S) should contact this
office to schedule an on -site inspection. Do not hesitate to contact nle if you have any questions Or concerns.
Sincerely,
Candice E. Perkins
Planner II
CEP/dlw
cc: Jane Anderson, Real Estate
Patrick Barker, Economic Development Commission
Gene Fisher, Shawnee District Supervisor
Robert Morris and JLIIIC Wilnlont, Shawnee District Planning Commissioner
Burlington. LLC, 150 Wingate Drive, Winchester, VA 22601
107 North Kent Street, Suite 202 • Winchester, Virginia 22601-5000
•
SITE PLAN APPLICATION
Department of Planning and Development Use only.
Date application received / A-Z
Application #
Complete. Date of acceptance
Incomplete. Date of return.
1. Project Title:
Tulane Drive Inn & Suites
2. Location of Property:
1055 Millwood Pike
(Address):
Winchester VA 22601
3. Property Owner:
Burlington, LLC
Address:
150 Wingate Drive
Winchester VA 22601
Telephone:
4. Applicant/Agent:
Patton Harris Rust & Associates
Address:
117 E. Piccadilly Street
Winchester, VA 22601
Telephone:
540-667-2139
5. Designer:
Patton Harris Rust & Associates
Address:
117 E. Piccadilly Street
Winchester, VA 22601
Telephone:
540-667-2139
Contact:
��
C _ ��-
-�
.���-
6a.
6b.
7a.
7b.
8.
a)
b)
c)
d)
e)
0
g)
M
LJ
Is this a standard or `minor' site plan?
Is this an original or revised site plan?
Total acreage of parcel to be developed:
Total acreage of parcel:
Property Information:
Property Identification Number:
Current Zoning
Present Use:
Proposed Use:
Adjoining Property Use(s)
Adjoining Property Identification Number (s)
Magisterial District (s)
•
Standard Minor
Original Revised X
1.416
1.416
64A-4-1
B2
Vacant
Hotel
Residential & Business
64A-2-10, 64A-2-11, 64A-2-12, 64A-2-13
64A-4-3, 64A-3-B
Shawnee
I have read the material included in this package and understand what is required by the Frederick
County Planning Department. I also understand that all required material will be complete prior to the
submission of my site plan.
Signature
Date
•
Patton Harris Rust & Associates
•
PH
v—, ... O;;ICES
OFFICES
February 12, 2007
Candice Perkins
Frederick County Planning
107 N. Kent Street
Winchester, VA 22601
RE: Tulane Drive Inn & Suites
Dear Candice,
Per our meeting I have made the following changes:
1. Cross walk has been added to entrance.
F F 1 2 2007
2. Lighting layout has been adjusted and a light detail has been added to the
plan.
3. Buffers have been revised along north side of property
4. A screening wall has been added in the east side of the property.
5. Sidewalk was extended at the front of the building.
Please find 5 sets of revised plans enclosed here.
If you have any questions or continents, please do not hesitate to call.
Regards,
PA,i
H S RUST & ASSOCIATES
rdens
OFFICE
'NEST V1',G1N1/.
0:;,CE
;3
• i
Document Approval Form
PLEASE REVIEW THE ATTACHED DOCUMENT. IF THIS DOCUMENT MEETS YOUR
APPROVAL PLEASE INITIAL AND PROVIDE THE DATE AND TIME OF YOUR
APPROVAL.
IF THIS DOCUMENT DOES NOT MEET YOUR APPROVAL PLEASE PROVIDE
COMMENTS AS TO WHAT YO U WO ULD LIKE TO IIA VE COMPLETED.
INITIALS DATE & TIME
---— 1
Candice v
Bernie
Mark
Susan
Eric
Mike
Kevin
John
Lauren
COMMENTS:
Received by Clerical Staff (Date & Time): PS V) 13 01
U:\Pam\Common\Document Approval Form.wpd