HomeMy WebLinkAbout022-91 Sherando High School - Backfile (2)I; A
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MILLS, OLIVER'. WEBB, INC.
ARCHITECTS ' ENGINEERS
200 COUNTRY CLUB DRIVE
PLAZA 1, BUILDING E
BLACKSBURG VIRGINIA 24060
703/552-2151 703/951-0219 (FAX)
Frederick County Planning & Development
9 N. Loudoun Street
Winchester, VA 22601
DATE
10/27/92
JOB NO 9027
ATTENTION
Evan Wyatt
RE
Sherando High School
GENTLEMEN: I
WE ARE SENDING YOU X Attached ❑ Under separate cover via
X Prints ❑ Specifications ❑ Copy of letter ❑ Change order
COPIES DATE NO. DESCRIPTION
II 2 Landscaping Plan
THESE ARE TRANSMITTED as checked below:
[i
the following items:
I For approval X For your use El As requested `; For review and comment ❑
REMARKS Dear Evan,
The enclosed plan shows the basic landscaping. Once this is in plac
with the fencing, additional landscaping will be added to enhance the app
of certain areas. If you need any additional information, please let me
(Echo Ridge is the landscaping contractor for this project.)
earance
COPY TO
SIGNED:
If enclosures are not as noted, kindly notify us at once.
MILLS, OLIVER & WEBB, INC.
mow ARCHITECTS • ENGINEERS
BLACKSBURG, VIRGINIA
SHERANDO HIGH SCHOOL
SITE IMPROVEMENTS
FREDERICK COUNTY, VIRGINIA
STATE PROJECT #34-30A
MILLS, OLIVER & WEBB, INC.
ARCHITECTS - ENGINEERS
BLACKSBURG, VIRGINIA
MAY 31, 1991
REVISED JUNE 18, 1991
REVISES SEPTEMBER 13, 1991
SET NO.
00001-1
May 31, 1991
PROJECT... MANUAL
SITE IMPROVEMENT'S
INCLUDES: SITE CLEARING AND GRADING; WATER DISTRIBUTION, STORM DRAINAGE; CONCRETE
CURB AND GUTTER; STONE BASE; PRIME AND SEAL FOR ACCESS ROADS, AND PARKING
AREAS.
FOR: SHFRANDO HIGH SCHOOL,
FREDERICK COUNTY, VIRGINIA
MILLS, OLIVER & WEBB, INC.
ARCHITECTS / ENGINEERS
200 COUNTRY CLUB DRIVE
BLACKSBURG, VIRGINIA 24060
COMMISSION NO. 9027
00002-1
SABLEOF...CONZ'II�'I'S.....-..,00,003
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ContractDoc. mients
00004
Drawing Index
00020
Invitation to Bid
00100
Instructions to Bidders
00300
Bid Form
00500
Agreement (A101, AIA)
00610
Performance Bond (A311, AIA)
00620
Labor and Material Payment Bond (A311, AIA)
00630
Bid Bond (A310, AIA)
00650
Certificate of Insurance (G705, AIA)
00700
General Conditions (A201, AIA)
00800
Supplementary Conditions
00900
Addenda,
Technical .....pecifications
Division 1 - General Requirements
01010 Summary of the Work
01020 Allowances
01027 Application for Payment
01200 Project Meetings
01340 Shop Drawings, Product Data, and Samples
01400 Quality Control
01500 Temporary Facilities
01700 Project Closeout
Division 2 - Sitework
02110
Site Clearing
02200
Earthwork
02270
Erosion Control
02511
Asphalt Concrete Paving
02520
Portland Cement Concrete Paving
02665
Potable Water Systems
02720
Storm Sewage Systems
02730
Sanitary Sewage Systems
9027 00003-1
SHEET
NO, TITLE
COVER SHEET
T1 TITLE SHEET
C1 SITE DEVELOPMENT PLAN
C2 SITE DIMENSIONAL PLAN
C3 SITE GRADING AND DRAINAGE PLAN
C4 SITE EROSION AND SEDIMENT CONTROL PLAN
C5 SHERANDO PARK IMPROVEMENTS PLAN AND PROFILE
C6 ROUTE 277 IMPROVEMENTS PLAN AND PROFILE
C7 ACCESS ROAD PLAN AND PROFILE
C8 DETAILS
C9 STORM SEWER PROFILES
00004-1
DRAWING INDEX - 00004
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Mills, Oliver & Webb, Inc.
Architects and Engineers
200 Country Club Drive
Plaza 1, Building E
Blacksburg, Virginia 24060
(703)552-2151
IN ITATION TO BID = 00020
Sherando High School
Frederick County, Virginia
State Project #34-30A
1. You are invited to bid on a general contract for site work, including water
distribution, storm drainage, concrete curb and gutter, stone base, and prime and
seal for access roads and parking areas for Sherando High School located in
Frederick County, Virginia. All bids to be on a lump sum basis.
2. Bids shall be received until 2:00 P.M. local prevailing time on June 20, 1991,
in the board room of the Frederick County School Board, 1415 Amherst Street, P. 0.
Box 3508, Winchester, Virginia 22601, at which time they will be opened publicly and
read aloud. Bids received after this time will not be accepted. All interested
parties are invited to attend.
3. Drawings and specifications may be examined at
the Office of the Architect/
Engineer, the Frederick
County School Board, and at
the following locations:
Dodge Plan Room
Dodge Plan Room
The Plan Room
8600 LaSalle Rd.
2840 Electric Road
308 Turner Road, Suite D
Towson, MD
Roanoke, VA
Richmond, VA 23235
Dodge Plan Room
Builders' Exchange
Valley Const. News
2720 Enterprise Pkwy.
3207 Hermitage Rd.
428 W. Campbell Ave.
West Broad Pk.
Richmond, VA
Roanoke, VA
Richmond, VA
Dodge Plan Room
Dodge Plan Room
7833 Walker Drive, Suite 430 Park Place One
Greenbelt, MD
7926 Jones Branch Dr.
Suite 850
McLean, VA
4. Copies of the above documents may be obtained at the office of Mills, Oliver &
Webb, Inc., 200 Country Club Drive, Plaza 1, Building E, Blacksburg, Virginia 24060,
in accordance with the Instructions to Bidders. Application requesting drawings and
specifications, together with payment of $75.00 per set, should be sent to the
Architect/Engineer.
a. Prime Contractors may obtain 3 sets of drawings and specifications upon
deposit of $75.00 per set. Prime Contractors may obtain refund of $50.00 per set by
returning sets in good condition no more than fifteen (15) days after bids have been
received. Those who return documents after fifteen (15) days shall forfeit their
deposit.
9027 00020-1
b. Prime Contractors requesting more than 3 sets of drawings and
specifications and all other subcontractors and material suppliers may obtain
drawings and specifications upon deposit of $75.00 per set. Those who return
documents in good condition no more than fifteen (15) days after bids have been
received may obtain a refund of one-half of -.heir deposit. Those who return
documents after fifteen (15) days shall forfeit their deposit.
5. Bids shall be accompanied by a bid guarantee of not less than 51'0 of the amount
of the bid, which may be a certified check or cashier's check, or a bid bond of 5%
of the amount of the bid, made payable to the Frederick County School Board. A
performance bond and material and labor bond will be required and the cost shall be
included i.n the bid price.
6. Bidders are required under Title 54, Chapter 7, Code of Virginia, to show
evidence of certificate of registration before bid may be received and considered on
a general. or subcontract of $30,000 or more. �11 non-resident contractors and
subcontractors bidding the work described herein shall register with the Department
of Labor and Industry under the provisions of Section 40-24.1 of the Code of
Virginia.
7. The Owner reserves the right to waive irregularities and to reject any or all
bids.
a. A pre -bid conference will be held at the parking lot of the Sherando Park, -
swimming pool, Frederick County, Virginia, on June 12, 1991, at 11:00 A.M., to
answer questions and to explain any items requiring further clarification.
8. Bids shall be binding for a period of sixty (60) days from the date on which
bids are opened.
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9027
00020-2
Frederick County School Board
R. Thomas Malcolm
Division Superintendent
Mills, Oliver & Webb, Inc.
Architects and Engineers
200 Country Club Drive
Plaza 1, Building E
Blacksburg, Virginia 24060
INSTRiJCTIONS,,,,,TO,,,,.BIDDERS,,,,,,-,,,,.Q0100
Sherando High School
Frederick County, Virginia
State Project Y34-30A
To be considered, bids must be made in accordance with these Instructions to
Bidders.
A. Documents
1. Prime contractors may obtain 3 sets of drawings and specifications from the
Architect/Engineer upon deposit of $75.00 per set. Prime contractors may obtain
refund of $50.00 per set by returning sets in good condition no more than fifteen
(15) days after bids have been received. Those who return documents after fifteen
(15) days shall forfeit their deposit.
2. Prime Cont.rac;I,ors r•equest,ing more than 3 sets of drawings and specifications
and all other sutx,ontractors and material suppliers may obtain drawings and
specifications from the Architect/Engineer upon deposit of $75.00 per set. Those
who return documents in good condition no more than fifteen (15) days after bids
have been received may obtain a refund of one-half of their deposit. Those who
return documents after fifteen (15) days shall forfeit their. deposit.
3. No partial sets will be issued.
B. Examinati.on
1. Bidders shall carefully examine the documents and the construction site to
obtain first-hand knowledge of existing conditions. Contractors will not be given
extra payments for conditions which can be determined by examining the site and
documents.
1. Submit all questions about the drawings and specifications to the
Architect/Engineer in writing to 200 Country Club Drive, Plaza 1, Building E,
Blacksburg, Virginia 24060. Replies will be issued to all prime contractors, and
others who have documents, as addenda to the drawings and specifications and will
become part of the contract. The Architect/Engineer and Owner will not be
responsible for oral clarification. Questions received less than four (4) days
before the bid opening cannot be answered by addenda. The Architect/Engineer will
mail or deliver addenda to all parties, but will not be held responsible for addenda
.� not received.
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1 9027 00100-1
D................ ubst tut or s
1. Whenever in these specifications, or in the accompanying drawings, one or more
certain materials, trade names, manufacturer's or catalog numbers are mentioned, the
same is done merely for establishing a standard basis of quality, durability, and
efficiency and not for the purpose of limiting competition. Other makes may be
accepted if, in i-,he opinion of the Architect/ Engineer, they are equal in quality,
durability and efficiency to those specified and are of a design in harmony with the
work as outlined, and the Architect/Engineer gives the Contractor written approval
of the change before the articles are ordered. The Contractor shall submit a.1.1
substitution requests in writing. Such requests shall be accompanied by complete
manufacturer's literature, specifications, and cuts covering the proposed substitute
materials and the manufacturer's recommended method of installation. Upon the
request of the Architect/Engineer, the Contractor shall promptly- submit such
additional information, including samples, as may be required by the
Architect/Engineer to fully evaluate their properties. It shall be understood that
the burden of proof for an or equal material shall be on the Contractor.
E........__ I3as,i..s of,,,.Bid
1. The bidder must include the base bid, all additive bids, all unit cost items
and all other items shown on the bid forms; failure to comply may be cause foi,
rejection.
F,,,,,,,,,,,_Pre-parat i on,,,,_of_, Bids
1. Bids shall be made on unaltered bid forms furnished by the Architect/Engineer.
Fill in all blank spaces. Bids shall be signed with name typed below signature.
Where bidder is a corporation, bids must be signed with the legal name of the
corporation, followed by the name of the state of incorporation and the legal
signature of an officer authorized to bind the corporation to a contract.
2. No bids shall be withdrawn for a period of sixty (60) days after the scheduled
bid opening time.
G,.,,_,...... Rid Secur ty
1. Bid security shall be made payable to the Frederick County School Board in the
amount of 5% of the bid sum. Security shall be either certified check or bid bond
issued. by a surety licensed to conduct business in the State of Virginia. The
successful bidder's security will be retained until he has signed the contract and
furnished the required performance and payment bonds. The owner reserves the right
to retain the security of the next two lowest bidders until the lowest bidder enters
into contract or until thirty (30) days after the bid opening, whichever is shorter.
All other bid securities will be returned as soon as practicable. If an;; bidder
refuses to enter in a contract, the Owner will retain his bid security as liquidated
damages, but not as a penalty.
9021 00100-2
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H. .......... erformanceand,,, Lahor,,. Materi,aiBonds
1. Each bidder must accompany his bid with a signed certificate from a surety-
company acceptable to the Owner, that such surety company will provide the bidder,
if awarded the contract, with a proper performance and payment bond, covering up to
the full amount of the contract price as security for the faithful performance of
all work under the contract and payment of all charges in connection therewith.
Cost of said bond to be included in base bid. The failure of the bidder to whom the
award is made to execute the agreement and supply- the required bonds within fifteen
(15) days after award of contract or within such extended period as the Owner may
grant, shall constitute a default and the Owner may award the next lowest bidder in
succession and charge against the defaulting bidder the difference up to the total
amount of the bidder's bid security.
I . Suhrn tta .
1. Submit bid in a sealed opaque envelope. Identify the envelope with: a)
Project Name; B) Name of Bidder; C) Registered Virginia Contractor Number; D) Bid
Date. If bids are forwarded by mail, the sealed envelope containing the bid must be
enclosed in another envelope addressed as specified in the Form of Proposal.
J........._...Modi,f i. cat::i.on.....and.....Wi...hhdrawal,,s
1. Modification of bids already submitted will be considered if delivered prior to
the time fixed for opening of bids. Written modifications may be delivered by mail
or by the bidder personally or his properly identified representative or messenger.
Telegraphic modifications will be allowed if the Owner is satisfied that a written
confirmation of the modifications over the signature of the bidder was mailed prior
to the closing time and subsequently received by the Owner within two days after the
closing time. Telephonic modifications will not be considered. Modifications shall
not reveal the original or revised bid.
h,..,,,,_..... State,,,,.Sales,,, Tax
1. Bidders should be aware of the sales tax as applicable to the State of
Virginia.
1. Bids will be opened as called for in the Invitation to Bid.
M. . ,award
1. The contract will be awarded to the lowest bidder complying with the conditions
of the Form of Proposal. The lowest bid does not necessarily refer to the lowest
base bid, but the lowest total bid comprising the base bid plus or minus any/or all
of the alternate bid items, and not necessarily in the order in which they appear in
the Form of Proposal. Time of completion shall be a consideration.
9027 00100-3
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N,,.,,__„__F,.,tecut on,,,,, o f__, Contract
1. The Owner reserves the right to accept any bid and to reject any and all bids,
and to waive any irregularities or informality in bids received whenever such waiver
or rejection is in his own best interest.
2. Each bidder shall be prepared, upon written notice of bid acceptance, to
commence wort: within fifteen (15) days following receipt of official written order
from the Owner to proceed, or on date stipulated in such order.
3. The accepted hidden shall assist and cooperate with the Owner in preparing the
Formal Contract Agreement between Owner and Contractor, Linnp Sum, A.I.A. Doclm3ent.
A101, Latest Edition, and within fifteen (15) days following its presentation shall
execute same and return it to the architect/Engineer for distribution to Owner.
0,,,,,,,,,,,_Statec�fVrg_i_ni_a..,R;P,,, u.irements
-� .
The Code ,_,_of,,,.Virgina, Chapter 7, Section 11-51 requires each contract for more than
$10,000 to include provisions 1 and 2 below:
1. During the performance of this contract, the Contractor agrees as follows:
a. The Contractor will not discriminate against any employee or applicant for
employment because of race, religion, color, sex or national origin,
except where religion, sex or national origin is a bona fide occupational
qualification reasonably necessary to the normal operation of the
Contractor. The Contractor agrees to post in conspicuous places,
available to employees and applicants for employment, notices setting
forth the provisions of the nondiscrimination clause.
b. The Contractor, in all solicitations or advertisements for employees
placed by or on behalf of the Contractor, will state that such Contractor
is an equal opportunity employer.
c. Notices, advertisements and solicitations placed in accordance with
federal law, rule or regulation shall be deemed sufficient for the purpose
of meeting the requirements of this section.
2. The Contractor will include the provisions of the foregoing paragraphs A, B,
and C in every subcontract or purchase order of over $10,000, so that the provisions
will be binding upon each subcontractor or vendor.. (1982, C. 647.)
9Q27 00100-4
•• • ••��`�.• ME
Sherando High School
Frederick County, Virginia
State Project #34-30A
R. Thomas Malcolm
Division Superintendent
Frederick County School Board
1415 Amherst Street
P.O. Box 3508
Winchester, Virginia 22601
Pursuant to and in accordance with your "Invitation to Bid" and "Instructions to
Bidders" relating thereto, the undersigned agrees to furnish all labor and materials
and to perform all work necessary for site improvements for Sherando High School,
Frederick County, Virginia, in accordance with the contract documents (drawings,
specifications and addenda) as prepared by Mills, Oliver & Webb, Inc., Architects
and Engineers, dated May 31, 1991, for the lump sum price of:
Dollars ($ )•
ITEMIZED BIDS
Bidders shall submit itemized bids in itemized form with price to reflect full
i creditable amount for each item.
Owner reserves the right to delete certain items as may be required to adjust
contract price within project budget.
Unit prices shall be held valid only in conjunction with this bid and with the
associated lump sum proposal.
UNIT PRICES
The bidder shall submit unit prices in the following schedule for all items listed
below.
The following unit prices shall be used in determining additions to or deductions
1 from the contract when authorized changes in the work are directed. They shall
apply when such changes involve materials, specifications, methods, and designs the
same as those required in similar work and/or specified. Unit prices shall include
the furnishing of all labor and materials, complete in place, unless otherwise
noted.
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9027 00300-1
Addition
Deduction
A.
Curb
$
$
Per
Lin. Ft.
B.
Curb and Gutter
$
$
Per
Lin. Ft.
C.
Pavement:
(1) 8" Base (21-A)
$
$
Per
Sq. Yd.
(2) 10" Base (21-A)
$
$
Per
Sq. Yd.
(3) Prime and Seal
$
$
Per
Sq. Yd.
D.
Drainage:
(1) DI-1 Top
$
$
Per
Ea.
(2) DI-7 Top
$
$
Per
Ea.
(3) 48" Dia. Manhole
$
$
Per
Vertical Ft.
E.
Erosion Control:
(1) Outlet Protection
EC-1 Type A
$
$
Per
Ea.
(2) Inlet Protection
$
$
Per
Ea.
(3) Temporary Seeding
$
$
Per
1,000 S.F.
In submitting this bid, I agree:
1. To hold my bid valid for a period of sixty (60) days.
2. To accept the provisions of the Instructions to Bidders regarding disposition
of bid security.
3. To enter into and execute a contract, if awarded on the basis of this bid, and
to furnish guarantee bonds in accordance with Article 11.4 of the General Conditions
of this contract.
4. To accomplish the work in accordance with the contract documents.
5. To make every effort to complete the work by the time as listed in the Form of
Proposal.
9027 00300-2
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6. That I have examined the contract documents and the site.
Estimated time for completion of the entire work will be consecutive
calendar days from date of Notice to Proceed.
I acknowledge receipt of the following addenda:
Number Dated
Number Dated
Number Dated
Registered as a contractor under Title 54, Chapter 7, Code of Virginia Certificate
Number
Name of Firm
11 Address
By _
Title
9Q27 00300-3
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STANDARDFO............F AGREEMENT_. BE EEN.._OWNER.._AND�CONTRACIOR.....-00500
..... _
Sherando High School
Frederick County, Virginia
State Project 434-30A
A. General
1. The "Standard Form of Agreement Between Owner and Contractor", A.I.A. Form
A101, Current Edition, of the American Institute of Architects, is a part of this
Project Manual to the same extent as if bound herein. Copies of this document may
be inspected at or received from the office of the Architect/ Engineer upon request.
9027
00500-1
PERFORMANM-BOND ._M..._006.10
Sherando High School
Frederick County, Virginia
State Project #34-30A
A. General
1. The "Performance Bond", A.I.A. Form A311, Current Edition, of the American
Institute of Architects, is a part of this Project Manual to the same extent as if
bound herein. Copies of this document may be inspected at or received from the
office of the Architect/ Engineer upon request.
9027 00610-1
LABOR, AND „MATERIAL _PAYMENT _B0110 00620
Sherando High School
Frederick County, Virginia
State Project #34-30A
A. General
1. The "Labor and Material Payment Bond", A.I.A. Form A311, Current Edition, of
the American Institute of Architects, is a past of these specifications to the same
extent as if bound herein. Copies of this document may be inspected at or received
from the office of the Architect/ Engineer upon request.
9027 00620-1
BID BOINID - 00630
Sherando High School
Frederick County, Virginia
State Project #34-30A
A. General
1. The "Bid Bond", A.I.A. Form A310, Current Edition, of the American Institute of
Architects, is a part of this Project Manual to the same extent as if bound herein.
Copies of this document may be inspected at or received from the office of the
Architect/ Engineer upon request.
9027 00630-1
=.IFICATE_OF INSURANCE00650
Sherando High School
Frederick County, Virginia
State Project #34-30A
A. General
1. The "Certificate of Insurance", A.I.A.
Form G705, Current Edition, of the
American Institute
of Architects, is a part
of this Project Manual to the same
e%tent as if bound
herein. Copies of this
document may be inspected at or received
from the office of
the Architect/ Engineer
upon request.
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9027
00650-1
GENERAL CONDITIONS = 00700
Sherando High School
Frederick County, Virginia
State Project #34-30A
A. General
1. The "General Conditions of the Contract for Construction", A.I.A. Form A201,
Current Edition, of the American Institute of Architects, is a part of these
specifications to the same extent as if bound herein. Copies of this document may
be inspected at or received from the office of the Architect/ Engineer upon request.
9027 00700-1
SUPPLEMENTARYCOND,I T I ONS,,,,,,- 00800
Sherando High School
Frederick County, Virginia
State Project w34-30A
01. General Conditions:
The "General Conditions of the Contract for Construction", A.I.A. Document
A201, Fourteenth Edition, August 1987, Articles 1-14, inclusive, are a part of the
contract and are incorporated herein.
02. Supplements:
The following supplements modify, change, delete, or add to the General
Conditions. Where any part of the General Conditions are modified or voided by
these articles, the unaltered provisions of that part shall remain in effect.
ARTICLE 3 - CONTRACTOR
3.9 Superintendent
3.9.2 New Subparagraph: "The Contractor's superintendents shall give
special attention to all phases of work nearing completion, and shall
remain on the job, in active control of work, until all phases of the
work have been completed, tested, cleared, and accepted by the Owner
or his representative."
3.12 Shop Drawings, Product Data, and Samples:
3.12.12
New Subparagraph: "Shop drawings and samples shall be dated and
sha.l.l contain: name of project, description or names of equipment,
materials and items, and complete identification of locations at
which materials or equipment are to be installed." Cut sheets of
materials showing items to be used shall be submitted.
"Unless
3.12.13
New Subparagraph: otherwise specified, the number of shop
drawings and the number of samples which the Contractor shall submit
and, if necessary, resubmit, is the number that the Contractor
requires to be retained, plus two which will be retained by the
Architect/Engineer.
3.15
Cleaning Up
3.15.3
Add: "Remove broken or scratched glass and replace with new glass.
Remove paint droppings, spots, and dirt from finished surfaces.
Clean plumbing fixtures, hardware, floors, electrical switches and
switchplates, and equipment. Contractor shall keep interior of the
building free of stored or unattended combustible materials.
Building shall be cleaned with a vacuum cleaner and all resilient
floors shall be cleaned, waxed, and polished."
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9027 00800-1
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ARTICLE.....a.......-.-CH NGES.-INT.....THI?.....1Y.ORK
7.2 Change Orders
7.2.3 Add: "In subparagraphs 7.1.1, 7.1.2, 7.1.3 and 7.1.4, the allowance
for overhead and profit combined, included in the total cost to the
Owner, shall be based upon the following schedule: for the
Contractor, for any work performed, 15% of the cost; for each
subcontractor involved, work performed by his own forces, 20% of the
cost. Cost shall be limited to the following: cost of materials,
including sales tax and cost of delivery, cost of labor, including
social security, old -age and unemployment insurance (labor cost may
include a pro rata share of foreman's time only in case an extension
of contract time is granted on account of the change), work-man's
compensation insurance, rental value of power tools and equipment.
Overhead shall include the following: bond premiums, supervision,
superintendence, wages of timekeepers, watchmen and clerks, small
tools, incidentals, general office expenses, and all other expenses
not: included in "cost". If the net value of a charge results in a
credit from the Contractor or subcontractor, the credit given shall
be the net cost without overhead or profit. The cost as used herein
shall include all items of labor, materials, and equipment."
ARTICLE 9 - PAYMENTS AND COMPLETION
.............................................................................................................................................................................
9.3 Application for Payment
9.3.4 New Subparagraph: "Amount payable monthly to be ninety-five percent
(95%) of amount of work incorporated in building, including materials
stored on the site on the first day of the month; that the Owner at
the time after 50% of the work has been completed, if he finds that
satisfactory progress is being made, may make any of the remaining
progress payments in full."
ARTICLE,,.,.10...... .....PROTECTION,,,,, OF.... AND PROPERTY
Add the following:
10.4 General
10.4.1 "All phases of work under this contract shall conform to the
applicable requirements of the Occupational Safety and Health Act
(Public Law 91-956) as adopted by the U.S. Department of Labor and
with the provisions of "Rules and Regulations Governing Construction,
Demolition, and All Excavation", as adopted by the Safety Codes
Commission of the Commonwealth of Virginia, 1966 (Amended 1970) and
issued by the Department of Labor and Industry, P. 0. Box 1814,
Richmond, Virginia 23214."
ARTICLE 11 - INSURANCE
..............................................................................................................
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9027 00800-2
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11.1 Contractor's Liability Insurance
11.1.2 Delete in its entirety and substitute therefore: "The insurance
required by subparagraph 11.1.1 shall be written for not less than
any limits of liability required by law or by those set forth below,
whichever is greater, and shall include contractual liability
insurance as applicable to the Contractor's obligations under
paragraph 4.18."
1. The Contractor's comprehensive general liability insurance and
automobile liability shall be in an amount not less than one
million dollars ($1,000,000) for injuries, including accidental
death, to any one person and subject to one million dollars
($1,000,000) on account of one occurrence.
2. Property damage liability insurance shall be in an amount not
less than fifty -thousand dollars ($50,000)."
3. "Liability insurance should include all major divisions of
coverage and shall be on a comprehensive general basis,
including:
1. Premises - Operations (Including X-C-U)
2. Owner's and Contractor's Protective
3. Products and Completed Operations
4. Contractual - Including specific provision for the
Contractor's obligations under paragraph 4.18."
' 11.1.3a New Subparagraph: "Furnish in duplicate certificates herein called
for and specifically set forth evidence of all coverage required by
11.1.1 a.nd 11.1.2 and the Contractor shall furnish to the
Architect/Engineer copies of any endorsement that is subsequently
issued amending coverage or limits."
I �
ADDE...'D.A.I._-....0.0900
Sherando High School '
Frederick County, Virginia
State Project n34-30A
i
1
p,
L�
9027 00900-1
r
GFNFRAT „ REQ TREMENTS DIVISION 1
SECTION .....01.01........ ..... SUNIM,ARY.. OF, THE WORK
PART 1 - GENTRAL
................................................................................
A. RELATED D 0 C UNIENITS:
1. Drawings and general provisions of Contract, including General and
Supplementary Conditions and Division 1 specification sections, apply to
work of this section.
B. DEFINITIONS:
1. Whenever the term "Ocmer" is used in this specification or on the
drawings, it refers to the School Board of Frederick County, Virginia.
2.
Whenever the term "Architect/Engineer" is used in this specification, it
refers to the architectural/engineering firm of Mills, Oliver & Webb,
Inc., Blacksburg, Virginia, who by contract with the Owner is authorized
to prepare all drawings and specifications and to administer the
construction after award of the contract.
3.
Wherever the term "Contractor" or "General Contractor" is used in this
specification, it, refers to the contractor who by contract with the Owner
is responsible for furnishing of all labor and materials and performing
all work as described herein.
C. WORK UNDER THIS CONTRACT:
1.
The work to be done hereunder includes the furnishing of all labor and
materials and performing all work for the construction of Sherando High
School Site Improvements for the Frederick County School Board,
Winchester, Virginia, as indicated on the contract drawings and as
specified herein. Work includes the following: site clearing and
grading; stone base, prime and seal for access roads and parking areas;
concrete curb and curb and gutter; off -site water distribution piping;
storm drainage piping; and erosion and sediment control measures. Work
includes improvements within Sherando Park as indicated.
2.
Erosion control measures must be installed prior to clearing and grading.
Clear 50 feet into site and install temporary construction entrance first.
3.
Building pad must be completed by September 1, 1991.
4.
Limit movement of construction vehicles within Sherando Park to those
areas under construction. Do not use park roads as access to the site.
5.
Limit construction in the existing swimming pool parking lot to the period
September 16, 1991 - May 15, 1992.
9027 01010-1
1
GFnrERAL.. RFQUIREM.E.NTS DIVISION 1
6. Construction activities within the Sherando Park limits shall not
interfere with normal park maintenance or with use of the park by
individuals or groups.
D. WORK BY OWNER UNDER SEPARATE CONTRACTS:
1. During the course of construction under this contract, the Owner will
contract with others to provide labor and materials and perform work for
the construction of Sherando High School building. Work to be performed
under separate contract includes, but is not limited to, the following:
a. Ruildi.ng, including interior plumbing, mechanical, and electrical
sc5t.eni�.
b. Sidewalks and exterior- stairs
C. Pa.vement surfaci rig
d. Landscaping
e. Spreading topsoil and fine grading
f. Fencing
g. Track, field events, tennis court and basketball court surfacing
h. Site electrical
i. Sanitary sewage pumping station and force main
j. Concession stand, ticket booth, and fuel storage building
k. Stadium seating
1. Site utilities not specified in this project manual
2. The General Contractor shall be compensated by the Owner for any cutting
and patching, cleaning, or replacing the General Contractor's work
occasioned by the installation of items furnished under separate contract
not being installed in accordance with the General Contractor's schedule
of work.
3. The General Contractor shall coordinate with the Owner and the
Architect/Engineer to ensure that items under separate contract may be
constructed in a timely manner without hindering the installation of work
under this contract.
I I
9027
01010-2
I �
� I
GENERALRE I.REMENTS DIVISION 1
' E. OWNER. OCC[TPANM' OF SITR RFFORF FINAL C011PI.,ETION:
1. Partial occupancy is intended to mean that work has progressed to the
state when the Owner or his suppliers may occupy- portions of the site for
the purposes of installing work by the Owner as described.
2. Prior to such partial occupancy, the areas to be occupied and areas used
for access to them shall be thoroughly inspected and accepted in writing
by the Owner. Written acceptance shall include specific notations of any
defects or deficiencies existing in those areas at the time of occupancy.
F. PERMITS:
1. The Contractor shall obtain required permits from Frederick County,
Virginia. Mechanical and electrical contractors shall pay for any
required permits and connection charges, etc.
G. REGISTRATION AND PAYMENT OF POND:
1. The attention of the bidder is called to Title 54, Chapter 7, Code of
Virginia, which requires evidence of Certificate of Registration before
his bid may be received on a general or subcontract of $30,000 or more.
2. The General Contractor shall certify to the Owner that, in accordance with
Section 11-20 and 11-23 as amended of the Code of Virginia, each
subcontractor has furnished to the Contractor a payment bond in the amount
of fifty percent (50%) of the work sublet to the subcontractor..
Subcontracts bet.wPeri the Contractor and a manufacturer or a fabricator and
subcontractor for less than $2,500 each are exempt from this provision.
H. ROCK EXCAVATION:
1. Material quantities and/or units of work allowances taken from assumed
rock profiles are listed below and are intended to specify the numbers on
which the contract sum will be figured. These unit prices include all
costs of material, labor, overhead and profit, and disposal of excess.
Adjustments to contract sum, additive or deductive, will be made by change
order in consideration of actual measure and/or count above or below,
quantity allowances. Unit prices to be used for calculating total
adjustments in contract sum shall be listed below.
a. General Rock Excavation: Allowance of 500 cubic yards at $35.00 per
cubic yard. ($17,500)
b. Trench Rock Excavation: Allowance of 500 cubic yards at $60.00 per
cubic yard. ($30,000)
1 9027 01010-3
I �
GE. PAL,,,,,REQUI .EMENTS
DIVISION 1 I
2. Adjustments to Allowance Quantities: I
a. General. rock pay width shall be based upon 18" outside of a neat wall
face; or vertical projection from the extremities of the base,
whichever is greatest. Trench rock quantity shall be based upon the
widths stated in the specifications.
b. Rock excavation shall be defined as hard bed rock, boulders or
similar material requiring the use of rock drills grid/or explosives
for removal. The criteria for classification of general excavation
as rock shall be that material. which cannot be removed by a track. ,
mounted D-8 dozer with a heavy ripper or 3/4 CI' track mounted shovel
with appropriate scoop. The criteria for trench rock shall be that
material which cannot be -removed by a 3/4 Ci tract- mounted ba.ckhoe
with a proper width bucket. The trench unit price shall only apply
to material helot. the general grading level..
C. When the overburden is removed and the rock surface is exposed, the '
Architect/Engineer shall verify that the material is of a hardness
which qualifies it for classification as rock excavation. Actual
profiles shall. then be taken. The net difference between the actual
rock excavation and that volume theoretically required below the
assumed rock profiles shall. be applied times the contract unit price
for adjustment of the final payment.
I. PRECONSTRUCTION CONFERENCE:
1. After award of the contract, but before start of construction, the
Contractor, Owner, and Architect/Engineer shall meet at the site to
discuss procedures to be followed during construction.
PART,,,,,2 - PRODUCTS (Not applicable)
.......................................................
PART 3,,,,,,, EYEC'U'TION ( Not applicable)
............................
END, ,OFSE,CTION I
I �
11
I I
9027 01010-4
GENERAL EMI S DIVISION 1
SECTION 01, 020,,,,,,-,,,,,ALLOWANCES
PART...._ 1,,,,,_-...._GENERAL
A. CONDITIONS:
1. Drawings and general provisions of Contract, including General and
Supplementary Conditions and Division 1 specification sections, apply to
work of this section.
B. General rock end tT•enc,h rock excavation - See Section 01010-H.
C. Provide a contingency allowance of $50,000.00
PAR................. PRODUCTS (Not applicable)
,,,_
PART,,,,. 3,,,__-,,,,=CUTTON (Not applicable)
END,OFSECI ,ION
9027
01020-1
GENERAL UIRR4RTM DIVISION 1
SECTION 01027 - APPLICATION FOR PAYMENT
PART 1 - GENERAL
A. RELATED DOCUMENTS
1. Drawings and general provisions of Contract, including General and
Supplementary Conditions and other Division 1 Specification Sections,
apply to this Section.
B. SUMMARY
1. This Section specifies administrative and procedural requirements
governing the Contractor's Applications for Payment.
C. APPLICATION FOR PAYMENT
1. Each Application for Payment shall be consistent with previous
applications and payments as certified by the Architect and paid for by
the Owner.
a. The initial Application for Payment, the Application for Payment at
the time of Substantial Completion, and the final Application for
Payment involve additional requirements.
2. Payment Application Times: Each progress payment date is as indicated in
the Agreement. The period of construction Work covered by each
Application or Payment is the period indicated in the Agreement.
3. Payment Application Forms: Use AIA Document G 702 as the form for
Application for Payment.
4. Application Preparation: Complete every entry on the form, including
notarization and execution by person authorized to sign legal documents.
Incomplete applications will be returned without action.
a. Include amounts of Change Orders and Construction Change Directives
issued prior to the last day of the construction period covered by
the Application.
5. Transmittal: Submit 3 executed copies of each Application for Payment to
the Architect by means ensuring receipt within 24 hours; one copy shall be
complete, including waivers of lien and similar attachments, when
required.
01027-1
GENERAL„_RE IRRI NTS DIVISION 1
6. Initial Application for Payment: Administrative actions and submittals
that must precede or coincide with submittal of the first Application for
Payment include the following:
a. Copies of building permits.
b. Copies of authorizations and licenses from governing authorities for
performance of the Work.
C. Certificates of insurance and insurance policies.
d. Performance and payment bonds (if required).
e. Data needed to acquire Owner's insurance.
7. -Application for Payment at Substantial Completion: Following issuance of
the Certificate of Substantial Completion, submit an Application for
Payment-.; this application shall reflect any Certificates of Partial
Substantial Completion issued previously for Owner occupancy of designated
portions of the Work.
[]A
a. Administrative actions and submittals that shall proceed or coincide
with this application include: I
1) Test/adjust/balance records.
2) Application for reduction of retainage, and consent of surety.
3) Advice on shifting insurance coverages.
8. Final Payment Application: Administrative actions and submittals which
must precede or coincide with submittal of the final payment Application
for Payment include the following:
a. Completion of Project closeout requirements.
b. Completion of items specified for completion after Substantial
Completion.
C. Assurance that unsettled claims will be settled.
d. Assurance that Work not complete and accepted will be completed
without undue delay.
e. Transmittal of requirement Project construction records to Owner.
f. Proof that taxes, fees and similar obligations have been paid.
g. Removal of temporary facilities and services.
h. Removal of surplus materials, rubbish and similar elements.
9. Waivers of Mechanics Liens: With Final Application for Payment, submit
waivers of mechanics lien from every entity who may lawfully be entitled
to file a mechanics lien arising out of the Contract, and related to the
Work covered by the payment.
PART2, PRODUCTS ( Not applicable)
PART,,, 3,,, ,,,_EXE=ION ( Not applicable)
END „_OF_, SECTION
9027 01027-2
GENERAL... REQUIREMENTS
SECTION 01200 - PROJECT MEETINGS
PART 1 - GENERAL
A. RELATED DOCUMENTS:
DIVISION 1
1. Drawings and general provisions of Contract, including General and
Supplementary Conditions and other Division 1 Specification Sections,
apply to this Section.
`1i1515/_1.'1'Ei
1. This Section specifies administrative and procedural requirements for
project meetings including but not limited to:
a. Pre -Construction Conference.
b. Progress Meetings.
C. PRE -CONSTRUCTION CONFERENCE:
1. Schedule a Pre -construction Conference and organizational meeting at the
Project site or other convenient location no later than 15 days after
execution of the Agreement and prior to commencement of construction
activities. Conduct the meeting to review responsibilities and personnel
assignments.
2. Attendees: The Owner, Architect and their consultants, the Contractor and
its superintendent, major subcontractors, represented at
the conference by
persons familiar with and authorized to conclude matters
relating to the
Work.
3. Agenda: Discuss items of significance that could affect
progress
including such topics as:
'
a. Tentative construction schedule.
b. Designation of responsible personnel.
C. Procedures for processing field decisions and Change
Orders.
d. Procedures for processing Applications for Payment.
'
e. Preparation of record documents.
f. Use of the premises.
g. Safety procedures.
h. Working hours.
D. PROGRESS MEETINGS:
1. Conduct progress meetings at the Project site at regularly scheduled
intervals. Notify the Owner and Architect of scheduled meeting dates.
Coordinate dates of meetings with preparation of the payment request.
9027 01200-1
GENERAL,REQUIREMENTS DIVISION 1
2. Attendees: In addition to representatives of the Owner and Architect,
each subcontractor, supplier or other entity concerned with current
progress or involved in planning, coordination or performance of future
activities shall be represented at these meetings by persons familiar with
the Project and authorized to conclude matters relating to progress.
3. Agenda: Review and correct or approve minutes of the previous progress
meeting. Review other items of significance that could affect progress.
Include topics for discussion as appropriate to the current status of the
Project.
a. Contractor's Construction Schedule: Review progress since the last
meeting. Determine where each activity is in relation to the
Contractor's Construction Schedule, whether on time or ahead or
behind schedule. Determine how construction behind schedule will be
expedited; secure commitments from parties involved to do so.
Discuss whether schedule revisions are required to ensure that
current and subsequent activities will be completed within the
Contract Time.
4. Reporting: No later than 3 days after each progress meeting date,
distribute copies of minutes of the meeting to each party present and to
other parties who should have been present. Include a brief summary, in
narrative form, of progress since the previous meeting and report.
a. Schedule Updating: Revise the construction schedule after each
progress meeting where revisions to the schedule have been made or
recognized. Issue the revised schedule concurrently with the report
of each meeting.
PART 2 - PRODUCTS (Not applicable)
PART 3 - EXECUTION (Not applicable)
END, OF SECTION
9027 01200-2
LINVOKI I 10 ' W 1 •
SECTION ,01340 _ - SHOP _DF?AWINGS,. PRODUCT, DATA, AND ,SAMPLES
PART 1 - GENERAL
A. RELATED DOCUMENTS:
1. Drawings and general provisions of Contract, including General and
Supplementary Conditions and Division 1 specification sections, apply to
work of this section.
B. All samples and shop drawings shall be submitted to the Architect/Engineer with
a cover or transmittal letter, unless otherwise noted.
C. The Contractor shall furnish for approval by the Architect/Engineer, all
samples as called for in the specifications.
D. The Contractor shall submit shop drawings as called for. In addition, all shop
drawings shall be stamped by the General Contractor indicating the following:
1. That he has reviewed and approved all shop drawings as indicated under
3.12 of the A.I.A. General Conditions of the Contract for Construction
2. Name of project
3. Date
4. Complete identification of location at which material is to be
installed
E. Shop drawings shall be submitted in number to allow the Architect/Engineer to
keep two copies. No fabrication of work connected with the shop drawings shall
proceed without approval of same by Architect/Engineer.
F. Shop drawings shall have brochure or picture of products submitted so Owner and
Architect/Engineer can see and determine what is being supplied.
PART 2 -PRODUCTS (Not applicable)
PART 3 - EXECUTION (Not applicable)
END OF SECTION
9027 01340-1
I
GENERALREQUIREMENTS DIVISION 1
SECTION, 01400 - QUALITY CONTROL
PART 1 - GENERAL
A. RELATED DOCUMENTS:
1. Drawings and general provisions of Contract, including General and
Supplementary Conditions and Division 1 specification sections, apply to
work of this section.
B. Construction and design shall conform to the current issue of the following
' standards where applicable:
1. Virginia Department of Transportation Road and Bridge Standards and
Specifications
C. All tests shall be conducted by the Contractor's own personnel or by
independent testing laboratories when indicated in each division. Costs to be
paid by the Contractor unless indicated otherwise.
D. Certificates of Compliance: The Contractor, if required, shall furnish an
affidavit from the manufacturer(s) certifying that the materials or products
incorporated in the work meet the requirements of the contract documents.
PART 2_-�PRODUCTS (Not applicable)
' PART _3- EXECUTION (Not applicable)
END OF _SECTION
9027
GEIIERAI..,,,,REQUI,,,,,_,,RE^1Eiv'P,S DIVISION 1
SECT,ION,O l_500,,,,,,-,,,,.TEMPORARY,,,. FACILITIES
PART,,.,. I ...... -.... GENERAL
A. CONDITIONS:
1. Drawings and general provisions of Contract, including General and
Supplementary Conditions and Division 1 specification sections, apply to
work of this section.
B. TEMPORARY WATER SERVICE:
1. Furnish and pay for all water during construction.
C. TEMPORARY TOILET FACILITIES:
1. The General Contractor shall provide and maintain temporary toilet
facilities for the use of all workmen at all times. Temporary toilet
facilities shall be kept clean and in sanitary condition. They shall be
removed when no longer required, and damage to surroundings caused thereby
shall be repaired.
D. TEMPORARY PROTECTION:
1. Contractor shall at all times protect the excavations, and trenches from
damage from rain water, spring water, ground water, and backing up of
drains or sewers and all other water. He shall provide all pumps and
equipment and enclosures to provide this protection.
2. Contractor shall construct and maintain all necessary temporary drainage
and do all pumping necessary to keep excavation and below grade
construction free of water.
3. Contractor shall remove all snow and ice as may be required for proper
protection and execution of work.
4. Contractor shall provide all shoring, bracing, and sheeting as required
' for safety and proper execution of work and have same removed when work is
completed.
5. During cold weather, Contractor shall protect all work from damage. If
low temperatures make it impossible to continue operations safely in spite
of cold weather precautions, Contractor shall cease work and shall so
notify the Architect/Engineer. The Contractor shall be responsible for
and repair or replace, as may be required, all work damaged from frost,
freezing, or any elements of the weather.
9027 01500-1
GENERAL.... REQUIREMENTS
E. PROJECT IDENTIFICATION:
DIVISION 1
1. There shall be no commercial advertising placed on the site. The erection
and placement of the Contractor's and subcontractor's business name signs
shall be subject to the approval of the Architect/ Engineer.
2. The General Contractor shall furnish and install one project sign, to be
located on the site where directed by the Architect/ Engineer. Sign shall
be 4' x 8', 3/4" thick, exterior grade plywood. Sign shall have name of
project, contractor, architect/engineer. Architect/Engineer will provide
drawing of sign.
PST._ 2,..._-,..,,PRODUCTS (Not appl. i cable )
PART ,....0...... ....... ECCTION ( Not applicable)
END OF SECTION
......................................................................
9027 01500-2
i
i
�I►1�1:3 � :��Iui�I�YI�
SEC°P.ION0,1.700,,,,,,, PROJF:CT,,,,CiISEOUT
PART 1 - GENERAL
. ...............................
e S : Y I.* �li)u NININ �
DIVISION 1
1. Drawings and general provision of Contract, including General and
Supplementary Conditions and other Division 1 Specification Sections,
apply to this Section.
B . SUnN ARY
1. This Section specifies administrative and procedural requirements for
project closeout, including but not limited to:
a. Inspection procedures.
b. Project record document submittal.
2. Closeout requirements for specific construction activities are included in
the appropriate Sections in Divisions 2 through 16.
C. SUBSTANTIAL COMPLETION
1. Preliminary Procedures: Before requesting inspection for certification of
Substantial Completion, complete the following. List exceptions in the
request.
a. In the Application for Payment that coincides with, or first follows,
the date Substantial Completion is claimed, show 100 percent
completion for the portion of the Work claimed as substantially
complete. Include supporting documentation for completion as
indicated in these Contract Documents and a statement showing an
accounting of changes to the Contract Sum.
1) If 100 percent completion cannot be shown, include a list of
incomplete items, the value of incomplete construction, and
reasons the Work is not complete.
2) Advise the Owner of pending insurance change -over requirements.
3) Submit specific warranties, workmanship bonds, maintenance
agreements, final certifications and similar documents.
4) Obtain and submit releases enabling the Owner unrestricted use
of the Work and access to services and utilities; include
occupancy permits, operating certificates and similar releases.
9027
01700-1
0
GENERAL ,,,REQUIREMENTS DIVISION 1
7. Inspection Procedures: On receipt of a request for inspection, the
Architect will either proceed with inspection or advise the Contractor of
unfilled requirements. The Architect will prepare the Certificate of
Substantial Completion following inspection, or advise the Contractor of
construction that must be completed or corrected before the certificate
will be issued.
a. The Architect will repeat inspection when requested and assured that
the Work has been substantially completed.
b. Results of the completed inspection will form the basis of
requirements for final acceptance.
FINAL ACCEPTANCE
1. Preliminary Procedures: Before requesting final inspection for
certification of final acceptance and final payment, complete the
following.
a. Submit the final payment request with releases and supporting
documentation not previously submitted and accepted.
b. Submit an updated final statement, accounting for final additional
changes to the Contract Sum.
C. Submit a certified copy of the Architect's final inspection list of\
items to be completed or corrected, stating that each item has been ■
completed or otherwise resolved for acceptance, and the list has been
endorsed and dated by the Architect.
d. Submit consent of surety to final payment.
e. Submit evidence of final, continuing insurance coverage complying
with insurance requirements.
f. Submit a copy of final rough grade elevations certified by a
Registered Civil Engineer, as called for in Section 02200.
E . RECORD DOCUMENT SUBMITTALS
1. General: Do not use record documents for construction purposes; protect
from deterioration and loss in a secure, fire -resistive location; provide
access to record documents for the Architect's reference during normal
working hours.
2. Record Drawings: Maintain a clean, undamaged set of blue or black line
white -prints of Contract Drawings. Mark the set to show the actual
installation where the installation varies substantially from the Work as
originally shown. Mark whichever drawing is most capable of showing
conditions fully and accurately. Give particular attention to concealed
elements that would be difficult to measure and record at a later date.
9027 01700-2
GENERAL .:.EM11 ENlh'iM DIVISION 1
a. Mark record set with red erasable pencil; use other colors to
distinguish between variations in separate categories of the Work.
b. Marl: new information that is important to the Owner, but was not
shown on Contract Drawings.
C. Note related Change Order numbers where applicable.
d. Organize record drawing sheets into a manageable set, bind with
durable paper cover sheets, and print suitable titles, dates and
other identification on the cover.
PART2-PRODUCTS (Not applicable)
,..,_,.,_._,_
PART3 - EXECUTION
A. CLOSEOUT PROCEDURES
1. Removal of Protection: Remove temporary protection and facilities
installed for protection of the Work during construction.
2. Compliance: Comply with regulations of authorities having jurisdiction.
Do not burn waste materials. Do not burl- debris or excess materials on
the Owner's property. Do not discharge volatile, harmful or dangerous
materials into drainage systems. Remove waste materials from the site and
dispose of in a lawful manner.
END ..,_OF,,,,,SECTION
9027 01700-3
SITEWORK DIVISION 2
SECTION„_,021,1,0,,,,,,-,,_SITE.._CLEAR,ING
PART 1 - GENERAL
A. CONDITIONS:
1.
Drawings and general provisions of Contract, including General and
Supplementary Conditions and Division 1 specification sections, apply to
work of this section.
B. DESCRIPTION OF WORD:
1.
The work to be performed under this section of the specifications
comprises the furnishing of all labor and materials and the completion of
all work of this section as shown on the drawings and/or herein specified.
2.
In general, the work included under this section consists of, but is not
limited to, the following:
a. Clearing of site within limits of grading work.
b. Protection trees
of existing
c. Removal of trees and other vegetation
d. Topsoil stripping
e. Clearing and grubbing
3.
Obtain all necessary permits for this phase of the work.
4.
Give advance notice to utility companies of work to be performed in
conjunction with their operations.
C . RELATED WORD:
1.
In general, the following related work is included in other sections of
the specifications:
a. Earthwork - Section 02200
b. Trenching backfilling Section 02200
and -
C. Storm drainage - Section 02720
d. Erosion and sediment control - Section 02270.
9027 02110-1
11
S,ITE,,.,WORK
D. JOB CONDITIONS:
1. Protection of Existing Improvements:
DIVISION 2 1
a. Provide protections necessary to prevent damage to existing
improvements indicated to remain in place.
b. Protect improvements on adjoining properties and on Owner's property.
C. Restore damaged improvements to their original condition, as
acceptable to parties having jurisdiction.
2. Protection of Existing Trees and Vegetation:
a. Protect existing trees and other vegetation indicated to remain in
place, against unnecessary cutting, breaking or skinning of roots,
skinning and bruising of bark, smothering of trees by stockpiling
construction materials or excavated. materials within drip line,
excess foot or vehicular traffic, or parking of vehicles within drip
line. Provide temporary guards to protect trees and vegetation to be
left standing.
b. Pr( -wide protection for roots over 1-1/2" diameter cut during
construction operations. Coat out faces with an emulsified asphalt,
or other acceptable coating, formulated for use on damaged plant
tissues. Temporarily cover exposed roots with wet burlap to prevent
roots from drying out; cover with earth as soon as possible.
C. Repair or replace trees and vegetation indicated to remain which are
damaged by construction operations, in a manner acceptable to
Architect/Engineer. Employ qualified tree surgeon to repair damages
to trees and shrubs.
d.. Water trees and other vegetation to remain within limits of contract
work as required to maintain health during course of construction
operations.
e. Replace trees which cannot be repaired and restored to full -growth
status, as determined by tree surgeon.
3. Improvements on Adjoining Property:
a. Authority for performing removal and alteration work on property-
adjoining Owner's property- will be obtained by Owner prior to award
of contract.
b. Extent of work on adjacent property is indicated on drawings.
9027 02110-2
SITE... WORD
DIVISION 2
4. Traffic: Conduct site clearing operations to ensure minimum interference
with roads, streets, walks, and other adjacent occupied or used
facilities. Do not close or obstruct streets, walks or other occupied or
used facilities without permission from authorities having jurisdiction.
E. QUALITY ASSURANCE:
1. The Virginia Department of Transportation Road and Bridge Standards and
Specifications, _latest edition, shall apply to all work performed within
the right-of-way.
PART.,,,,2..,_.... „PRODUCTS ( Not Applicable)
PART 3 - =CUTION
A. SITE CLEARING:
1. General:
a. Remove trees, shrubs, grass and other vegetation, improvements, or
obstructions as required to permit installation of new construction.
Remove such items elsewhere on site or premises as specifically
indicated. "Removal" includes digging out and off -site disposing of
stumps and roots.
b. Cut roots and branches of trees indicated to be left standing, in a
clean and careful manner where such roots and branches obstruct net.
construction.
2. Topsoil:
a. Topsoil is defined as friable clay loam surface soil found in a depth
of not less than 4 inches. Satisfactory topsoil is reasonably free
of subsoil, clay lumps, stones, and other objects over 2 inches in
diameter, and without weeds, roots, and other objectionable material.
b. Strip topsoil to whatever depths encountered in a manner to prevent
intermingling with underlying subsoil or other objectionable
material.
C. Remove heavy growths of grass from areas before stripping.
d. Where trees are indicated to be left standing, leave existing topsoil
in place within drip lines if possible to prevent damage to main root
system.
e. Stock -pile topsoil in storage piles in areas shown, or where directed
by the A/E. Construct storage piles to freely drain surface water.
Cover storage piles if required to prevent wind-blown dust.
Respreading of topsoil is not part of this contract.
1 9027 02110-3
SITF_,,,WnRK
3. Clearing and Grubbing:
DIVISION 2
a. Clear site of trees, shrubs and other vegetation, except for those
indicated to remain.
b. Entire site within limits of grading shall be cleared of brush,
rubbish, and any other material which would prevent or hinder
development and. beautification of site.
C. Use only hand methods for grubbing inside drip line of trees
indicated to remain.
d. Within limits of clearing and grubbing required for paving, buildings
and walks, stumps, roots, logs or other timber, matted roots and
other debris not suitable for subgrade purposes shall be excavated
and removed to a depth not less than 18 inches below any subgrade.
All vegetation, such as roots, brush, heavy sods, heavy growth of
grass and all decayed vegetable matter, rubbish and other unsuitable
material shall be stripped or otherwise removed before fill is
started. In no case will such objectionable material be allowed to
remain in or under controlled fill areas. No roots larger than two
(2) inches in diameter shall be left in the ground.
e. Fill depressions caused by clearing and grubbing operations with
sa.t.isfact.ory soil material., unless further excavation or earthwork is
indicated.
(1) Place fill material in horizontal layers not exceeding six inch
(6") loose depth and thoroughly compact to a density equal to
adjacent original. ground.
(2) Depressions in areas to receive controlled fill shall be filled
and compacted in accordance with Section 02200, Earthwork.
4. Removal and Relocation of Improvements: Remove or relocate above -grade
and below -grade improvements necessary to permit construction and other
work as indicated. Verify activity status of all utilities with
authorities having jurisdiction prior to removal. Removal includes
removing pavement or slabs to their full depth within the limits of
construction.
B. DISPOSAL OF WASTE MATERIALS:
1. Large Trees: Trees, limbs and other timber having a diameter of three
inches and greater shall be disposed of as saw logs, firewood, and other
usable material.
2. Burning on Owner's Property: Burning will be permitted only at designated
areas and times directed by Owner or Owner's Representative only after
approval by local governing body has been obtained. Attend burning
materials until fires have burned out or have been extinguished.
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Ll
02110-4
SITE WORK
DIVISION 2
3. Removal from Owner's Property: Remove waste materials and unsuitable
topsoil from Owner's property and dispose of off site. Any excess topsoil
shall be left in pile on site.
END OF SECTION
......................................................................
9027 02110-5
r
1
1
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1
SITEWORk DIVISION 2
SECTION...,_02200,_,_ EARTHWORK
PART 1 - GEN MA1
A. CONDITIONS:
1. Drawings and general provisions of Contract, including General and
Supplementary- Conditions and Division 1 specification sections, apply to
work of this section.
B. DESCRIPTION OF WORK:
1. The work to be performed under this section of the specifications
comprises the furnishing of all labor and materials and the completion of
all work of this section as showy, on the drawings and/or herein specified.
2. Extent of earthwork is indicated on drawings.
3. In general, the work included under this section consists of, but is not
limited to, the following:
a. Preparation of subgrade for building slabs, walks, pavements and
other structures as indicated on the drawings
b. Provide horizontal and vertical control for construction of building
pad and other items of work as indicated in 3.a. above.
C. Excavating and backfilling of trenches
d. Controlled fill
e. Grading site to subgrade as indicated by contours, cross -sections and
details.
C. RELATED WORK:
1. In general, the following related work is included in other sections of
the specifications:
a. Site clearing - Section 02110
b. Erosion control - Section 02270
C. Paving and surfacing - Refer to Section 02513 and Section 02520
d. Placement of topsoil - Refer to Section 02110
e. Tree protection and trimming - Refer to Section 02110
1 9027
02200-1
SITE.... WORK
D. JOB CONDITIONS:
]. Subsurface Investigation:
DIVISION 2 1
a. A subsurface investigation was performed by Triad Engineering, Inc.,
2050 Garber Road, Winchester, Virginia 22601 on May 17, 1991.
Boring logs of subsurface investigation reports are included at the
end of this section for information only. Conditions are not
intended as representations or warranties of accuracy or continuity
between soil borings. The Owner will not be responsible for
interpretations or conclusions drawn from this data by Contractor.
Additional test borings and other exploratory operations may be
performed by Contractor, at the, Contractor's option; however, no
change in the Contract Sum will be authorized for such additional
exploration.
1. Existing topographic information is taken from aerial and field surveys
prepared by Gilbert Clifford and Associates, Winchester, Virginia.
2. Portions of the existing topographic information are taken from existi.i>,g
sources and have not been field verified. Those portions are clearly
indicated by notes.
3. Existing Utilities: Locate existing underground utilities in areas of
work by hand dug test holes. If utilities are to remain in place, provide
adequate means of protection during earthwork operations.
a. Should uncharted, or incorrectly charted, piping or other utilities
be encountered during excavation, notify Architect/Engineer and Owner
and consult utility owner immediately for directions. Cooperate with
Owner and utility companies in keeping respective services and
facilities in operation. Obtain approval from Owner for any
additional costs related to non -emergency repairs prior to making
such repairs. Repair damaged utilities to satisfaction of utility-
owner .
b. Do not interrupt existing utilities serving facilities occupied and
used by Owner or others, during occupied hours, except when permitted
in writing by Architect/Engineer and then only after acceptable
temporary utility services have been provided.
c. Provide minimum of 48-hour notice to utility owner and to Architect/
Engineer, and receive written notice to proceed before interrupting
any utility.
d. Demolish and completely remove from site existing underground
utllitles indicated to be removed. Coordinate with utility companies
for shut-off of services if lines are active.
9027 02200-2 1
n
SITEWORK DIVISION 2
4. Use of Explosives: Do not bring explosives onto site or use in work
" without prior written permission from authorities having jurisdiction and
Owner. Contractor is solely responsible for handling, storage, and use of
explosive material when their use is permitted.
a. Where blasting is required, such blasting shall be done prior to
placi rig any concrete masonry building walls. It is suggested that a
pre -blasting survey of adjacent buildings be conducted with those
building owners to ascertain the conditions of their buildings in the
event that blasting is authorized.
5. Protection of Persons and. Property: Barricade open excavations occurring
as part of this work and post with warning lights.
a. Operate warning lights as recommended by authorities having
jurisdiction.
b. Protect structures, utilities, sidewalks, pavements and other
facilities from damage caused by settlement, lateral movement,
undermining, washout and other hazards created by earthwork
operations.
C. Perform excavation within drip line of large trees to remain by hand,
and protect the root system from damage or dryout to the greatest
extent, possible. Maintain moist condition for root system and cover
exposed roots with burlap. Paint root cuts of 1" diameter and larger
with emulsified asphalt tree paint.
6. Definitions:
a. Etcayafi.ign consists of removal of material encountered to subgrade
elevations indicated and subsequent disposal of materials removed.
1:,. Una,u,th.gri.zerl excavation consists of removal of materials beyond
indicat-.ed subgrade elevations or dimensions without specific
direction of Architect/Engineer. Unauthorized excavation, as well as
remedial work directed by Architect/Engineer, shall be at
Contractor's expense. Backfill and compact unauthorized excavations
as specified for authorized excavations of same classification,
unless otherwise directed by the Architect/Engineer.
C. Addi:t on.al Excay„ati;on: When excavation has reached required subgrade
elevations, the soils engineer will make an inspection of conditions.
If he determines that bearing materials at required subgrade
elevations are unsuitable, continue excavation until suitable bearing
materials are encountered and replace excavated material with
controlled fill as directed by the soils engineer. The contract sum
may be adjusted by an appropriate contract modification.
1
1 9027 02200-3
WORI�
DIVISION 2
(1) Removal.
of unsuitable material
and its replacement as directed
will be
paid on basis of Conditions of the Contract relative to
changes
in work.
d. Subgrade: The undisturbed earth or
the compacted soil layer
immediately
below granular subbase,
drainage fill, or topsoil
materials.
e. St.ructu.e:
Buildings, foundations,
slabs, tanks, curbs, or other
man-made stationary features occurring above or below ground surface.
E. QUALITY ASSURANCE:
1. Codes and Standards: Perform work in compl.i.ance with applicable
requirements of governing authorities having jurisdiction.
2. Testing and Inspection, Service: An independent testing laboratory shall
be employed by the O�,,ner to perform soil testing and inspection service
for quality- control testing during earthwork operations, including testing
of controlled fill which occurs under all structures and for backfill for
all. trenching as specifi.ed under the piping sections of Division 2.
3. Soils engineer, of the testing agency shall be a registered engineer,
geologist or his representative, subject to approval by the
Architect/Engineer, regularly engaged in soils and foundation engineering
with expertise in and full capability to do all material analysis and
supervision of earthwork operation. The soils engineer or his
representative shall be present on site during all grading, excavation and.
controlled fill placement and shall be notified by this Contractor 48
hours in advance of the start of such work.
4. The applicable standards and specifications of the Virginia Department of
Transportation.
5. The American Society for Testing and Materials (ASTM) standards 1_isted.
F . SUBMITTALS:
1. Test Reports: Submit the following reports, in duplicate, directly- to
ng Architect/Eineer from the testing services, with copy to the Owner and
the Contractor:
a. Test reports on borrow material. ■
b. Verification of suitability for footing subgrade material in
accordance with specified requirements..
C. Field reports; in -place soil density tests.
d. One optimum moisture -maximum density curve for each type of soil used.
in the controlled fill.
9027 02200-4
SITE WORI"L
............................................
DIVISION 2
e. Report of actual unconfined compressive strength and/or results of
bearing tests of each strata tested when such tests are required in
the judgement of the soils engineer.
PART 2 - PRODUCTS
.....................................................................................
A. SOIL MATERIALS:
1. Definitions:
a. Satisfactory soil materials are defined as those complying with ASTM
D 2487 soil classification groups GW, GP, GM, SM, SW and SP or as
approved by the soils engineer.. The plasticity index should riot
exceed 25 and liquid limit should not exceed 50.
b. Unsatisfactory soil materials are defined as those complying with
ASTM D 2487 soil classification groups GC, SC, ML, MH, CL, CH, OL,
OH, and PT.
C. Satisfactory soil materials shall be free of clay, rock or gravel
larger than 2" in any dimension for backfill and controlled fill
material and 6" in any dimension for general fill material and shall
be free of all debris, waste, frozen materials, vegetable and other
deleterious matter, including mica or graphite in quantities which
affect the quality of the soil to the extent of rendering it
unsuitable, in the judgement of the soils engineer.
B. BEDDING MATERIAL:
1. Virginia Department of Transportation aggregate #57 or ;58, or as
specified.
PART '., - EXECUTION
A. EXCAVATION:
1. General:
a. The soils engineer shall be present to observe all excavations, and
shall make recommendations as required.
" b. The soils engineer employed by the Owner shall be on the site full
time during all excavation, filling and compaction operations. The
Contractor shall coordinate compaction requirement inspections with
soils engineer. All,..controlled,,,,.fill. ,.. which,is..,..placed.in.th,e. *at�sencE
of the shall be.,.,,removed and replaced,,,, at the
Contras or.'.s expense .
2. Excavation is unclassified and shall be bid as "earth," and includes
excavation to subgrade elevations indicated, regardless of character of
materials and obstructions encountered. Allowances will be made for rock
encountered in accordance with Section 01010 - SUrXARY OF THE WORD.
1 9027 02200-5
SITF,,,,,WORFS
DIVISION 2
a. Excavation includes excavation of pavements and other obstructions
visible on ground surface; underground structures, utilities and.
other items indicated to be demolished and removed.
3. Excavation for Pavements: Cut surface under pavements to comply with
cross -sections, elevations and grades as indicated.
4. Trench Excavation for. Pipes and Conduit:
a. Excavate trenches to uniform width conforming to VDOT Standard UB-1,
Type 2 for water piping, and to VDOT Standard PB-1 for storm drainage
piping. For cables in conduit or pipes 2" diameter or smaller,
trench shall conform to VDOT Standard UB-1, Type 1.
b. Excavate trenches and conduit to depth indicated or required to
establish indicated slope and invert elevations and to support bottom
of pipe or conduit on undisturbed soil. Beyond building perimeter,
excavate trenches to allow installation of top of pipe below frost
line.
(1) Where rock is encountered, carry excavation 8 inches below
required elevation and backfill with an 8-inch layer of bedding
material pr.i.or to installation of pipe.
(2) At, each pipe joint, dig bell holes to relieve pipe bell of loads
and to ensure continuous bearing of pipe barrel on bearing
surface.
C. Backfill. trenches in accordance with the referenced standards to the
compaction specified in paragraph C, CONTROLLED FILL. Initial
backfill shall be in accordance with t,'DOT Section 523.03. Where
trenches occur under pavement, backfill completely with compacted
bedding material. Otherwise, backfill with acceptable material as
specified in Part 2, Paragraph A.
5. Stability of Excavations:
a. General: Comply with local codes, ordinances, and requirements of
agencies having jurisdiction.
b. Slope sides of excavations to comply with local codes and ordinances
having jurisdiction. Shore and brace where sloping is not possible
because of space restrictions or stability of material excavated.
Maintain sides and. slopes of excavations in safe condition until
completion of. backfilling.
6. Shoring and Bracing:
a. Provide materials for shoring and bracing, such as sheet piling,
uprights, stringers and cross -braces, in good serviceable condition.
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9027 02200-6 1
SITE,,, WORK DIVISION 2
b. Establish requirements for trench shoring and bracing to comply with
local codes and authorities having jurisdiction.
C. Maintain shoring and bracing in excavations regardless of time period
excavations will be open. Carry down shoring and bracing as
excavations progress.
7. Dewater.ing:
a. Prevent surface water and subsurface or ground water from flowing
into excavations and from flooding project site and surrounding area.
h. Do not, allow water to accumulate in excavations. Remove water to
prevent softening of foundation bottoms, undercutting footings, and
soil charges detrimental to stability of subgrades and foundations.
Provide and maintain pumps, well points, sumps, suction and discharge
lines, and other dewatering system components necessary to convey
crater away from excavations.
C. Convey water removed from excavations and rain water to collecting or
run-off areas. Establish and maintain temporary- drainage ditches and
other diversions outside excavation limits for each structure. Do
not use trench excavations as temporary- drainage ditches.
8. Material. Storage:
a. Stockpile satisfactory excavated materials where directed, until
required for backfill or fill. Place, grade and shape stockpiles for
Proper drainage.
b. Locate and retain soil materials away from edge of excavations.
c. Dispose of excess soil material and waste materials as herein
specified.
9. Cold Weather Protection: Protect excavated bottoms of all footings and
trenches against freezing when atmospheric temperature is less than 35
degrees F (1 degree C).
B. GRADTNG:
1. General: Uniformly grade areas within limits of gradi.rg under this
section, including adjacent transition areas. Smooth finished surface
within specified tolerances, compact with uniform levels or slopes between
points where elevations are shown, or between such points and existing
grades.
2. Grade shown on drawings is finish grade. Grade site to sut.)grade as
indicated by details or as specified herein.
3. Grading Outside Building Lines: Grade areas adjacent to building lines to
drain away from structures and to prevent ponding.
9027 02200-7
1
4.
SITE,,,,, WORK
DIVISION 2
Finish surfaces free from irregular surface changes, and as follows:
a. Lawn or Unpaved Areas: Finish areas to receive topsoil to within not
more than 1 inch above or below required subgrade elevations.
Subgrade is 4" below finish grade.
b. Walks: Shape surface of areas under walks to line, grade and cross-
section, with finish surface not more than 1 inch above or below
required subgrade elevation.
C. Pavements: Shape surface of areas under pavement to line, grade and
cross-section, with finish surface not more than 1/2" above or below
required subgrade elevation.
5. Gradi.ng Surface Under Building Slabs: Grade smooth and even, free of
voids and to required elevations. Provide final grades within a tolerance
of 1/2" when tested with a 10' straightedge. The soils engineer shall
veri.fy compaction by density testing where controlled fill is required
under all building footings and slabs -on -grade. Subgrade is 8" below
finish floor elevation.
5. Compaction: After grading, compact subgrade surfaces to the depth and
indicated percentage of maximum or relative density for each area
classification.
6. Protection of Graded Areas:
a. Protect newly graded areas from traffic and erosion. Keep free of
trash and debris.
b. Repair and re-establish grades in settled, eroded and rutted areas to
specified tolerances.
C. CONTROLLED FILL:
1. General: Fill required to bring the site to the grades indicated shall be
controlled fill as herein specified.
2. Ground Surface Preparation:
a. Remove vegetation, debris, unsatisfactory soil materials,
obstructions, and deleterious materials from ground surface prior to
placement of fills. Plow strip or break up sloped surfaces steeper
than 1 vertical to 4 horizontal so that fill material will bond with
existing surface.
b. When existing ground surface has a density less than that specified
under "Compaction" for particular area classification, break up
ground surface, pulverize, moisture -condition to optimum moisture
content, and compact to required percentage of maximum dry density,
at the direction of the soils engineer.
9027 02200-8
� I
SITE WORK DIVISION 2
.............................................
C. Prior to placement of any fill, the area upon which fill material is
to be platted shall be proofro.11ed with a loaded tandem-axel dump
truck with a minimum weight of 15 tons. Areas which exhibit
excessive pumping shall be undercut and replaced with controlled fill
prior to placing any additional lifts on the area.
d. Undercuts which encounter groundwater shall be filled with crusher -
run stone or VDOT 21-A and brought to subgrade in controlled lifts.
Pumps shall be utilized to control the water in the excavations.
3. Placement of Fill Material:
a. Place backfill and fill materials in layers not more than 8 inches in
loose depth for material compacted by heavy compaction equipment, and
not more than 4 inches in loose depth for material compacted by, hand -
operated tampers.
b. Before compaction, moisten or aerate each layer as necessary to
provide moisture content to within 3% of optimum. Compact each layer
to required percentage of maximum dry density for each area
classification. Do not place fill material on surfaces that are
muddy, frozen, or contain frost or ice.
C. Control soil and fill compaction, providing minimum percentage of
density specified for each area classification indicated herein.
d. Percentage of Maximum Dry- Density Requirements: Compact soil to not
less than the following percentages of maximum dry- density, in
accordance with ASTM D 1557 (Modified Proctor):
(1) Under future building slabs, sidewalks, and pavements compact
each layer to 95 percent maximum dry density. Compaction under
the building shall extend a minimum of 8 feet beyond the outside
face of wall.
(2) Under lawn or unpaved areas, compact subgrade and each layer to
85 Ix-rcent maximum dry density.
e. Moisture Control: Where subgrade or layer of soil material must be
moisture conditioned before compaction, uniformly apply water to
surface of subgrade or layer of soil material. Apply water in
minimum quantity- as necessary to prevent free water from appearing on
surface during or subsequent to compaction operations.
(1) Remove and replace, or scarify and air dry, soil material that
is too wet to permit compaction to specified density.
(2) Stockpile or spread soil material that has been removed because
it is too wet to permit compaction. Assist drying by discing,
harrowing, or pulverizing until moisture content is reduced to a
satisfactory value.
9027 02200-9
1
SITE,,,. WORK
DIVISION 2 1
4. All areas from which material will be obtained for the construction of
controlled fill shall be laboratory tested and approved by the soils
engineer before proceeding with construction of the fill.
5. Compaction, Supervision and Testing:
a. Supervision by the soils engineer shall be continuous during all
filling and. compacting operations so that he can certify that the
fill was constructed in accordance with these specifications. The
soils engineer shall ensure that the subgrade has been adequately
prepared for filling, that acceptable quality- and quantity of fill
material is used in each lift, that the specified compaction is
achieved in each lift., and that the proper size fill with proper
slopes is built. The above must be adhered to prior to the soils
engineer certifying that the controlled fill was constructed in
accordance with these specifications. A letter from the soils
engineer, certifying compliance with these specifications, shall be
mailed to the Architect/Engineer upon completion of the compaction.
b. The Contractor is responsible for notifying the soils engineer prior
to starting excavation and/or construction on a controlled fill.
Ample lead time must be given in order to facilitate coordination
with the soils engineer. Absolutely no filling shall be done unless
coordinated with the soils engineer. All,,,,,such, fi,l,lir��.,done,n,,,,the
absence of the,,,,,soils,,,, engineer,,,,,sha;ll,,,,be,,,,,removed,,,,anCd,,,,.replaced,,,,at,,,,,t�; e
.............................................. .
Contractor,', se x pe ns e ,. ,
C. Perform field density tests in accordance with ASTM D 2922, the
nuclear method. Density and moisture gages shall be laboratory
calibrated in accordance with ASTM D 2922 before beginning of work
for each different type of material used for fill and at intervals as
necessary to insure accurate readings. At the option of the soils
engineer, tests may be done in accordance with ASTM D 1556, Sand -Cone
method.
d. The number and location of tests performed shall be at the direction.
of the soils engineer, but not less than one field density test for
every 2,500 sq. ft. of area, but in no case fewer than four tests no
further apart than 50 feet.
e. When the tests indicate that the density of any layer of fill or
portion thereof is below the required density, that layer or portion
thereof shall be rescari.fied, moistened, or dried as required, and
recompacted until the specified density has been obtained as
determined by field tests.
f. Compaction shall be performed with sheeps-foot rollers, vibratory
rollers, pneumatic rollers, or any other type of roller or compaction
equipment acceptable to the soils engineer.
9027 02200-10
I
SITE WORK DIVISION 2
.............................................
g. When filling operations are ceased due to weather (rain, freezing,
snow, etc.), construction shall not be resumed until the soils
engineer or his representative has verified that the soil strength
has not been adversely affected. If the soil strength has been
decreased, then it shall be reworked or removed prior to placement of
another lift of material upon it.
h. The Contractor shall ensure that the site is properly graded to
permit adequate drainage during and after construction. The
Contractor shall control all surface water which will hinder
construction and/or the quality of the controlled fill. Water may be
encountered which was riot anticipated, at which time the soils
engineer will make recommendations for its control and the Contractor
shall meet or exceed these requirements prior to the soils engineer
certifying the work.
D. CERTIFICATIONS:
7.. Certific:at.ion nf rough grading elevations by a registered civil engineer
or land surveyor shall certify that the general grading has been completed
and that- the resulting grade elevations are in substantial conformity (not
exceeding two -tenths of a foot) with the site grading plan.
2. The soils engineer shall submit certification of all controlled. fill. in
writing to the Architect/Engineer as outlined in C5a above.
E . DISPOSAL OF WASTE "1-%TERIALS :
1. Remove waste materials, including unacceptable excavated material, trash
and debris and dispose of off Owner's property.
2. Transport acceptable excess excavated material to designated areas as
directed by Architect/Engineer.
END OF SECTION
................................................. _...................
9027
02200-11
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Appendix "B"
FIELD EXPLORATION
1
FIELD EXPLORATION I
The subsurface conditions at the site were investigated by
drilling 28 test borings with Standard Penetration Testing (SPT)
and sampling. The test borings were drilled by Triad utilizing a
Simco TR-4000 track mounted drill -rig and 3.25-inch I.D. hollow
stem augers to advance the borings.
SPT and sampling was performed in accordance with ASTM D 1586.
The SPT's were performed to depths indicated on the attached boring
logs using a split barrel sampler with an outside diameter of two
(2) inches and an inside diameter of one and three -eighths (1-318)
inches. The split barrel sampler was driven eighteen (18) inches
with a hammer weighing approximately 140 pounds and falling thirty
(30) inches. The number of blows required to drive the split
barrel sampler at six (6) inch increments was recorded on the
boring logs. The method utilized to classify the soils is defined
in Plate B-1, Soils Classification System.
TRIAD ENGINEERING, INC.
KEY TO IDENTIFICATION OF SOIL SAMPLES
The material descriptions on the logs indicate the visual identification
of the soils recovered from the exploration and are based on the
following criteria. Major soil components are designated by capital
letters and minor components are described by terms indicating the
percentage by weight of each component. Unified Soil Classifications
Symbols are used only when lab tests have been performed. Standard
Penetration Testing (SPT) and sampling was conducted in accordance
with ASTM D 1586. IV -Values in blows per foot are used to describe the
RELATIVE DENSITY of Coarse -grained Soils or the CONSISTENCY of Fine-
grained Soils.
The MAJOR components constitute more
than 50a of sample and have the
following size designation.
COMPONENT
Boulders
Cobbl es
Gravel -coarse
-fine
Sand -coarse
-medium
-fine
Silt or Clay
PARTICLE SIZE
12 inches plus
3 to 12 inches
314 to 3 inches
414 to 314 inch
7r to ,'r4
m40 to #10
T200 to it
MINOR components have
the following percentage
designation.
ADJECTIVE PERCENT
"and"
35
- 50
"some"
20
- 35
"little"
10
- 20
'►trace"
0
- 10
Minus #200 (Fine-grained Soil)
RELATIVE DENSITY CONSISTENCY
Term
IV -Val ue
Very Loose
0
to 4
Loose
5
to 10
Medium Dense
11
to 30
Dense
31
to 50
Very Dense
over 50
Term
N-Val ue
Very Soft
0
to
2
Soft
3
to
4
Medium Stiff
5
to
8
Stiff
9
to
15
Very Stiff
16
to
30
Hard
over 30
SOIL PLASTICITY
PLASTICITY INDEX MOISTURE DESCRIPTION
none 0
slight 1 to 5
low 6 to 10
medium 11 to 20
high 20 to 40
very high over 40
Dry - Dusty, dry to the touch
Moist - Damp but no visible
water
Wet - Visible free water
PLATE B-1
SOIL CLASSIFICATION SYSTEM
Tl�=AD ENG=NEED=NG , SNC _
Job Number: G-647 DRILLING LOG Boring Number: TB-1
!Client: Mills, Oliver & Webb, Inc. !Total Depth of Hole: 2.7-ISheet 1 of 1 911
it 11
IlProject: SHERANDO HIGH SCHOOL !Date Drilled: May 1, 1991 II
IlLocation: Stephens City, VA ITop of Hole Elev.: 750
{
!Designation of Drill: Simco TR-40M Groundwater Elev.: Dry During Drilling
iGroundwater
I�Size & Type of Augers: 3.25" ID HSA Elev.: Dry At (,ompletion ,�
I(DEPTH,S.#
BLOWS/6"1
GEOLOGIC DESCRIPTION REMARKS !!
8" TOPSOIL
! !
{
{1
1
i Brawn SILT to dark brown SAND,
1
2
l
very dense trace to some
sandstonerments, moist to
! 4!
`
35
I
I
1
dry
I
'!
RESIDUAL
it
(
155""I
3
#1
AUGER REFUSAL AT 2.7 FT.
4�I
II
l 5
1 6�
I
I
I li
18�
l
i
i
i I
9
II
I 10 !
I1
!
'!
12
113
�
(I
f 14 --�
115
I
I
i
i III
116 —�
I
I
!
1
1
I !'
'r1=ZSA3D ENG=NEER=NG , 2NC _
Job Number: G-647 DRILLING LOG Boring Number: TB-2
11Client: Mills, Oliver & Webb, Inc. !Total Depth of Hole: 12.6-ISheet 1 of 1 11
!I Project: SHERANDO HIGH SCHOOL IDate Drilled: May 1, 1991 1
flLocation: Stephens City, VA jTop of Hole Elev.: 749
1
lDesigriation of Drill: Simco TR-4� 1Gronndwater Elev.: Dry During Drilling !�
`Size & Type of Augers. 3.25" ID HSA !Groundwater Elev.: Dry At Completion !
!DEPTH
S.#!BLOWS/6,
GEOLOGIC DESCRIPTION
MARKS
RR,j
II
11 -i
1
I
I
I
11
I
I
1 5" TOPSOIL
! II
I If
1
i
!1 2
I
Brown -gray SILT and weathered
SHALE FRAGMENTS, very dense,
trace black manganese stains,
moist to dry.
1
!
I 11
II
II 3
! II
I
1 131
r261
I
1 5
16
! !
1
Ii
4
1151
4I
1 j{
!! 6
►1
#2
1
1151
- Dense, some gray clay @ 6.0'
I ii
� I�
17�
111
1
I I
1 8 —}
- Very dense @ 7.5"
I II
1 !I
I
#3
1 131
!
1 161
1 I
SOI
5"
11 9
I
11
II i
i
I
I
I
II 1
- Gray silty CLAY @ W.0"
I I!
8
1251
1
1
11'
#4
28
134
1
12
1
1
!
-a—f
RESIDUAL I
11
I
—;
AUGER REFUSAL AT 12.6 FT. 1
113
II
1
i
II
i
i 14
I
I
I
I
I
I
I
I
I
11
115 ---1
!
1
I
!
I
!1
'rI-RTAD ENG=NEEDING , 2NC
Job Number: G-647 DRILLING LOG Boring Number: TB-3
1iClient: Mills, Oliver & Webb, Inc.
Total. Depth of Hole: 9.0'{Sheet, 1
(Project: SHERANDO HIGH SCHOOL
}Date Drilled: May 2, 1991 11
!!Location: Stephens City, VA
!Top of Hole Elev.: 741
!Designation of Drill: SIMCO TR-4000
!Groundwater Elev.: Dry During Drilling {1
Size & Type of Augers: 3.25" ID HSA
!Groundwater Elev.: Dry At Completion 11
IjDEPTH
S.#!BLOWS/6"j
GEOLOGIC DESCRIPTION
REMARKS !
20" TOPSOIL
1
I
�
!
1
2 —,
!
!
t
{
Brown to dark brown SAND and 4
I!
weathered SANDSTONE FRAGMENTS, I
171
1
verydense, some silt, moist I
I!
it3
{
I
#1
136
126�
i)
4
I
!
! - SILT and fine SAND, medium !
II
5
dense little gray clay and
�ragments 5.0`
i
I
( 9
rock at
!
II
I
15
!
—{1
! 6
1131
1
!)
! #2
11 7
I
1
11
Very dense at 7.5`
1
!! 8 —f
1151
(
I
50
i {,
1
#3
16
I RESIDUAL
s
(
AUGER REFUSAL AT 9.0 FIT
1110 -1
f
1
1
1
1
I
1112 -1
1
1
1
1
! 4
1113 —1
1
1
1
I {
1
1114
1115
1116
i
' T1-RTAD ENGTNE MZTNG , TNC _
Job Number: G-647 DRILLING LOG Boring Number: TB-4
Iit
1Client: Mills, Oliver & Webb, Inc. Total Depth of Hole: 7.1'ISheet 1 of 1
IProject: SHERANDO HIGH SCHOOL (Date Drilled: May 2, 1991 i
Pocation: Stephens City, VA iTop of Hole Elev.: 734
ilDesignation of Drill: SIMCO TR-4A0 IGroundwater Elev.: Dry During Drilling 1)
siz.e & Type of Augers: 3.25" ID HSA Groundwater Elev.: Dry At Completion I
fDEPTH
IS_#!BLOWS/6"�
GEOLOGIC DESCRIPTION
{ REMARKS I,I
11 —f
I
I 17" TOPSOIL
I �1
II
Tianraysilty CLAY, stiff,
little rock fragments, moist.
1
I I
1 3
1#1
41
12
I !
I II
! I
II 4
I
1 7
5
I 3
4
1
6
Dark
ROCK FFRRAAGMEN`rS, liitttln-gray SAND e and
clay @ 5.0'
6
I
it
I T
#2
101
I
�
I RESIDUAL
II
1
I
I
I
11
I
AUGER REFUSAL AT 7.1 FT.
1
I!
$
�i
I
1 II g
II
III
I I
II
� 111 110
I
IIII
IIII
1
I
��
►►
111 I
I�
I
I
I
I I!
11 �
1112 -1
I1lI
i
i
.I
I
11
I 11
1
II
1113 ---1
1
1
1
1114
i
1115
116
1
1
1
--1
Tl�SA� ENGSNEEI=ZSNG , SNo _
Job Number: G-647 DRILLING LOG Boring Number: TB-5
JjClient: Mills, Oliver & Webb, Inc. !Total Depth of Hole: 9.5-!Sheet 1 of 1 II
11Project: SHERANDO HIGH SCHOOL
!Date Drilled: May 1, 1991 II
,!Location: Stephens City, VA
!Top of Hole Elev.: 752
II Designation of Drill: SIMCO TR-4000
IlSize & Type of Augers: 3.25" ID HSA
{Groundwater Elev.: Dry D-firing Drilling !�
!Groundwater Elev.: Dry At Completion
I(DEPTHES.#
BLOWS/6"I
GEOLOGIC DESCRIPTION (
REMARKS !�
10" TOPSOIL
!
1 �
1
1
II 2
1
1
I
Gray -brown mottled SILT and 1
fine SAND, dense, moist_
I
�
11
1
1 3
13 E
20!
4
5
- Very dense @ 5.0' 1
III
1
1351
E
!
6
#2
1
I
50
5„
Eil
!
11 7
I
- Weathered shale fragments @ 7.5. �
('
II
251
I
251
I
,
E
1
q
1
#3 '
2
I
f
9
{E
RESIDUAL
I
( I
Il
!
(
I
AUGER REFUSAL AT 9.5 FT.
1
1 10
�
EEEI
!
i
IE
i
1111-E
I
E
1
E
� I
112�
I
E
!
I
E
11
IE13
1114
1
1115
u
TZ=2=A� ENG=NEEDING , =NC _
Job Number: G-647 DRILLING LOG Boring Number: TB-6
lClient: Mills, Oliver & Webb, Inc. ITotal Depth of Hole: 7.5"!Sheet 1 of 1 li
,+Project: SHERANDO HIGH SCHOOL Date Drilled: May 1, 1991 !I
,(Location: Stephens City, VA !Top of Hole Elev.: 747
I
IDesignation of Drill: SIMCO TR-4000 ,Groundwater Elev.: Dry During Drilling !!
fSiz,e & Type of Augers: 3.25" ID HSA (Groundwater Elev.: Dry At Completion
DEPTH
I S _ #
1 BLOWS/6"
GEOLOGIC DESCRIPTION
MMART,'S !I
I
!
10" TOPSOIL
i !I
k
II
!
!
I
I Tan-brown-&rap�SILT and
!
3
1
weathered bHALE FRAGMENTS,
medium dense, moist to dry.
�
I l�
I 1
I i
!
IIIf
i
111
I
1 #1
18
I II
4
i
I II
I
I
5
- Very dense, little iron
staining and gray clay
along fracture planes @ 5.0' IM
I
!11
11
23
6
42
41
�I
7 --!
i
RESIDUAL I
I
AUGER REFUSAL AT 7.5 FT. I
!
8
i
I
I
I
I
I�
I
II
1
I
I
I
I
9
I �
I
IIII
I 1!
!
I �
IIII
it
� II
110 —1-{
IIII
I
I
I
I
I
I ;I
I II
11
I d
I
I
I
I II
n
IIII
11��1
113
I
!
i14—i
I
!
I
I
I II
15
I
-ra-T 9D ENGTNEERT_NG , TNC _ I
Job Number: G-647 DRILLING LOG Boring Number: TB-7
{Client: Mills, Oliver & Webb, Inc. !Total Depth of Hole: 9.7{Sheet 1 of 1 11
!!Project: SHERANDO HIGH SCHOOL (Date Drilled: May 2, 1991 !i
Mocation: Stephens City, VA !Top of Hole Elev.: 742
I ,!
!Designation of Drill: SIMCO TR-4000 1Groundwater Elev.: Dry During Drilling
(Size & Type of Augers: 3.25" ID HSA Groundwater Elev.: Dry At Completion
DEPTH
jS.#BLOWS/6"I
GEOLOGIC DESCRIPTION {
REMARKS 11
I)
! 3" TOPSOIL I
Il
2
Gray -tan, mottled clayey SILT,
` !+
i
very stiff, some shale fragments,
{
11
1
1 91
1
1 moist. I
!
11 3 j
I
9
!
1 4
#1
{
115
1
15
!
!
!
{ RESIDUAL I
11
I
11
Brown to dark brown SILT and fine
32
SAND, very dense, some shale
6
Fragments, moist_ I
1
#2
41
II
34
Gray -tan sand @ 7.5'
11 8
I 1)
1501
I i'
1
#3
i
I6..I
1 !I
9
Ik
{
{ RESIDUAL
l
,
1
1
I AUGER REFUSAL AT 9.7 FT.
Ii�
I Ij
Il
112-1
1111
1 1
I
I�
13
I
II 14
15
116
I!
1
I
I
I
I
1 I
T1=Z2AD ENG=NEER2NG , INC _
Job Number: G-647 DRILLING LOG Boring Number: TB-3
(Client: Mills, Oliver & Webb, Inc. (Total Depth of Hole: 7.4'ISheet 1 of 1 II
IIProject: SHERANDO HIGH SCHOOL IDate Drilled: May 2, 1991 !Location: Stephens Stephens City, VA (Top of Hole Elev.: 733 +/-
11Designation of Drill: SIMCO TR-4000 lGroundwater Elev.: Dry During Drilling I
Size & Type of Augers: 3.25" ID HSA Groundwater Elev.: Dry At Completion
DEPTH S.#'BLOWS/6" GEOLOGIC DESCRIPTION l REMARKS {�
16" TOPSOIL
II 2 -i I I Tan -gray silty CLAY to clayey ! �I
SILTS. very stiff, some sand,
mois I
� 61
3 I II I
6
II I #1 I ! 171 I II
41 4
III 1 I RESIDUAL !
1 5 I (�
1 1101 ! Dark brown -gray SHALE FRAGMENTS, I
{ 6 14211 very dense, little silt, dry. I
{ #2 5" 1i !
I i
RESIDUAL 11
II AUGER REFUSAL AT 7.4 FT.
s
11
1 9
{10--� I I j II
{ � I
'I12 I I
Ii 13
IL II
1114—i I i I I I II
{
T1�=AD ENG2NEEl=Z=NG ,
Job Number: G-647 DRILLING TM
=NC_
Anrin-a Numi-r: TR-4
�jClient: Mills, Oliver & Webb, Inc. ITotal Depth of Hole: 2.5-ISheet 1 of 1 !;
IlProject: SHERANDO HIGH SCHOOL IDate Drilled: May 8, 1991 jl
II '
IILocation: Stephens City, VA ITop of Hole Elev.: 745
Mesignation of Drill: Simco TR-4000 'Groundwater Elev.: Dry During Drilling I�
IjSize & Type of Augers: 3.25" ID HSA ,Groundwater Elev.: Dry At Completion
DEPTH
fS.#'BLOWS/6"I
GEOLOGIC DESCRIPTION
I REM=
I
8" TOP"aOIL
I
!
I
I
I
Brown SILT and weathered
I
I
SHALE FRAGMENTS, dry.
I
2�
I
I
I
3
4 1
;
; AUGER REFUSAL AT 2.5 FT.
14�
16�
l
l
l
l
I II
1 7
1 8
I
it
E9
I i
it
10
I I
I
112
13
I
!
I
1
I
I
II
I I
II
I
14�
I
I
i
I
I
15
kk
i !
ITlZ=A2� ENG=NEEI�2NG , =NC _
Job Number: G-647 DRILLING LOG Boring Number: TB-10
I
� I
� I
i I
� I
(Client: Mills, Oliver & Webb, Inc. jTotal Depth of Hole: 9.5"!Sheet 1 of 1 11
�lProject: SHERANDO HIGH SCHOOL !Date Drilled: May 8, 1991
.I
�ILocation: Stephens City, VA !Top of Hole Elev.: 748
(Designation of Drill: SIMCO TR-40W iGroundwater Elev.: Dry During Drilling
Size & Type of Augers: 3.25" ID HSA (Groundwater Elev.: Dry At Completion
i DEPTH
S. #
I GLOWS
UEOLOGIC DESCEIPTION
i REMARKS i
(/6
3" TOPSOIL
I 1
Z
Brown clayey SILT and SAND,
dense, moist to dry.
Il
3
I
I
1 12
I
!121
i
I
i i!
1 !I
�
' 4
I
I
I
i
I II
I —I
I
i
I
I
I II
1 5
1
Brown -gray SILT and weathered
SHALE FRAGMENTS, very dense I
dry @ 5.0"
I �I
117
31
6
#2
Iand
1
44
I
I
I
Il�f
17-�
I
it
8 --I
—i
9
#3
I
I 150'
I
I
-
I
RESIDUAL
�I
!
I
AUGER REFUSAL AT 9.5 FT_ 1
113 —j
I
114
I
I
I
i II
I I
15
f �
I !
I
i
i
i
+ ►�
Tr-z=A� ENGINEERING , =NC o
Job Number: G-647 DRILLING LOG Boring Number: TB-11
llClient: Mills, Oliver &Webb, Inc.
(Total Depth of Hole: 7.0'ISheet 1 of 1 11
IlProject: SHERANDO HIGH SCHOOL
jDate Drilled: May 8, 1991
,!Location: Stephens City, VA
�II
(Top of Hole Elev.: 746 +/- 11
IDesignation. of Drill: SIMCO TR-4000
1ISize & Type of Augers: 3.25" ID HSA
!Groundwater Elev.: Dry During Drilling I
lGroundwater Elev.: Dry At Completion
(DEPTH I
S.
BLOWS/6"
GEOLOGIC DESCRIPTION
REMARKS
I
I
I
4" TOPSOIL I
�
1
1
11
I
1
i
I
Il
I� I
!
i
Brown -gray SILT and weathered i
SHALE KRRAGMIIV`rS, very dense, dry. I
!1
{
17
I
I
3
1 �
2.91351
4�
f
,
+
III17
I i
!
37
+I
16
#2
361
RESIDUAL
7
1
1 AUGER REFUSAL AT 7.0 FT.
'il
9
1110 -1
i
1
1
1 1
11 -;
I ►
1l112 I
+
1113 -1
III
I
�
1
1114
1
1115 4
I
1116 —1
1
1
1
1
+
Ta=AID =C _
Job Number: G-647 DRILLING LOG Boring Number: TB-12
IlrClient: Mills, Oliver & Webb, Inc. iTotal Depth of Hole: 4.0'(Sheet 1 of 1 it
I�Project: SiiERANDO HIGH SCHOOL Date Drilled: May 8, 1991 'I
I(Location: Stephens City, VA !Top of Hole Elev.: 744
of Drill: SIMCO TR-40M iGroundwater Elev.: Dry During Drilling
(Designation
Size & Type of Augers: 3.25" ID HSA (Groundwater Elev.: Dry At Completion
IDEPTH
JS.#
BLOWS/6 "
GEOLOGIC DESCRIPTION
REMARKS f
{
1
1
(
3" TOPSOIL
I II
l �
i11!
I 11
1
Brown -gray SILT and weathered
SHALE FRAGMENTS, very dense,
I I
!
+�
I dry.
I
!1 2
50
'I 3
I
!
I AUGER REFUSAL AT 4.0 Fr.
I 1
15-I
IIII
I
I
I I
I(
6�
'I
I7�
lIII
I
l
i
I
l I
ll
I
f
1 I
is
i
I 1
Il
9 ---
I
I
11
�
►
i
I .I
110 �-
I
f
I
I II
111
�►
IIII
! II
11
1 !
I
I
i
If
112
1131
Il
I
i 14
115 —{
I
i
I
I
i
it
i it
T1�IAD ENG2NEE1�2NG , TNC _
Job Number: G-647 DRILLING LOG Borin-- Number: TB-1.2
�jClient: Mills, Oliver &Webb, Inc. (Total Depth of Hole: 6.3"{Sheet 1 of 1 11
,!Project: SHERANDO HIGH SCHOOL ;Date Drilled: May 2, 1991 !�
lLocation: Stephens City, VA (Top of Hole Elev.: 732
(Designation of Drill: SIMCO TR-4000 (Groundwater Elev.: Dry During Drilling I
;Size & Type of Augers: 3.25" ID HSA lGroundwater Elev.: Dry At Completion
IDEPTHjS.#jBLOWS/6-.j
GEOLOGIC DESCRIPTION
i REMARKS
5" TOPSOIL
(�
Dark brown SAND and weathered
f
I
1
1 SHALE FRAGMENTS, medium dense,
I /2
f
1
Moist to d-n7.
81
3
51
1
1
#1
121
4
I
5
23
I
33
6
25
RESIDUAL
#2
3"
AUGER REFUSAL AT 6.3 FT.
1 s
110-1
1111
1 11
i 12 —f
1
1
1
1
1
( 11
-1
(
11
I
13
I 1
I I
I
1
i14--4
1
1
1
1
15
1
I
11
(
1�1
I
I
( (
f(
I 1II
1
IrraT JD ENGSNEEI SNG , SNC _
Job Number: G-647 DRILLING LOG Boring Number: TB-14
r
IlClient: Mills, Oliver & Webb,'Inc.
!Total Depth of Hole: 5.0'jSheet 1 of 1
Project: SH:ERANDO HIGH SCHOOL
I�
IDate Drilled: May 8, 1991 i
IjLocation: Stephens City, VA
!Top of Hole Elev.: 743
esignation of Drill: SIMCO TR-4000
Groundwater Elev.: Dry During Drilling j
Rize& Type of Augers: 3.25" ID HSA ,Groundwater
Elev.: Dry At Completion !
DEPTH
S.#!BLOWS/6
GEOLOGIC DESCRIPTION
i REMARKS !'
4" TOPSOIL
!
��
i
i
I
I
►
j
Brown -may SILT and weathered
' SHALE FRAGGMENTS, dense,
i
very
2
I
i
! moist to dry.
I jl
!! —I
I it
113
I
II 3
►!
11 4
#1
1
i
1501
i
!
!
!
! I
� I
Il
I
I
RESIDUAL
II
5
I I�
AUGER REFUSAL AT 5.0 FT.
II 6—f
I
I II
1
1
I
!
s
I
I II
l9�1
1111
I II
!
110-1
IIII
I ►I
I �
IIII
I II
I11
I
I
I
I
I II
I12
I
1
I Ii
j13—i
,14
115
I
I
I
I
I
4
it
I16-�
TRTAD ENGTNEERTNG , TNC _
Job Number: G-647 DRILLING LOG Borine Number: TB-15
(Client: Mills, Oliver & Webb, Inc. !Total Depth of Hole: 5.0'ISheet 1 of 1 �1
Vroject; SHERANDO HIGH SCHOOL IDate Drilled: May 8, 1991
IILocation: Stephens City, VA !Top of Hole Elev.: 740
+Designation of Drill: SIMCO TR-4000 Groundwater Elev.:
1�Size & of Augers: 3.25" ID HSA Groundwater Elev.: � At Co Drilling
� Z�Pe ug , Completion
IlDEF'TH`S_#
BLOWS/6"
GEOLOGIC DESCRIPTION
! REMARKS
4" TOPSOIL
1 �(
!1
1111
I I
I! 2 —f
i1
(
I
1
(
Brown SILT and weathered
( SHALE FRAGMENTS, very dense,
( moist to dry.
I !
1 11
I
I II
31
II
50
{1
I
II II
4
#1
!
I
! II
I I
RESIDUAL
I 11'
j
AUGER REFUSAL AT 5.0 FT.
If
6
I
!
1
1 it
I
I
I
i II
if
If
!I
1 8�—{
I
I
11
I
I
I
I !
I 1
4y1
l
I
I
I II
11
1 9�
I
{I
1
I
I 11
11011
1111
( 1
112
I
1
I
I
1 II
I13
114
I
I
1
i
i 11
15
1 -4
!
1
I
I
! II
116
I
I
I
I
I it
T1=z=A]D , TNC _
Job Number: G-647 DRILLING LOG Boring Number: TB-16
11Client: Mills, Oliver & Webb, Inc.
!Total Depth of Hole: 4.9"!Sheet 1 of 1 !�
11Project: SHERANDO HIGH SCHOOL
}Date Drilled: May 2, 1991 11
'Location: Stephens City, VA
Top of Hole Elev.: 731
Mesignation of Drill: SIMCO TR-4000 (Groundwater
Size & Type of Augers: 3.25" ID HSA `,Groundwater
Elev.: Dry During Drilling f
Elev.: Dry At Comvletion f
GEOLOGIC DESCRIPTION
RFMA= j1
iDEPTHIS.#(BLOWS/6"
5" TOPSOIL
f
!�
a
II 2
I
Gra silty CLAY and brown
! � TOist NE FRAGMENTS, dense,
dry
I j
I !
!I
!I I
! II
i �!
! 21
3
�
I
11
!
j 1#1
1
1
1281
1 11
1! 4
11 I
I
I
i
I RESIDUAL
II 5
11
1 AUGER REFUSAL AT 4.9 ET.
1
16�
11
1 1►
I! 7 !
i
1
I
I
` I!
11 9 —f
I
kI
11
II --i-}
11� �
I
11
I
j
11
—1
112
113
1
I
!
114 -� 1
1
1
1
1
i1
15-1 i
l
l
i
1
11
! � 1l11
1
;(
16
T1�=A1� ENG2NEE1=Z2NG , =NC _ I
Job Number: G-647 DRILLING LOG Boring Number: TB-17
Client: Mills, Oliver & Webb, Inc.
jTotl Depth of Hole: 4.8'ISheet 1 of 1 �I
,Project: SHERANDO HIGH SCHOOL
jDate Drilled: May 2, 1991 �I
iLocation: Stephens City, VA
jTop of Hole Elev.: 737
!!Designation of Drill: SIMCO TR-4000
!Groundwater Elev.: Dry During Drilling !i
Size & Type of Augers: 3.25" ID HSA
!Groundwater Elev.: Dry At Completion
DEFTHIS.#
BLOWS/6
GEOLOGIC DESCRIPTION
I RFMARRS I
1" TOPSOIL 1
!�
Dark brown SAND and weathered
I
SANDSTONE FRAGMENTS, very
II 2
I
!
I
I
I dense, dry.
II
!
I
114
I
3
I
!
1321
135
1 4
it
I
1
1
RESIDUAL
Il
1 AUGER REFUSAL AT 4.8 FT. 1
1 5
I
II
II 6�
1
1
1
1
I
Il
1 7
!1 �
1111
1
9
I
I110-1
1111
1112
!
1
!
113
II 14 -1
1
1
1
1
I 1
i 15
I
I
I 1
.i
116—?
TR=A� ENGINEERING , INC _
Job Number: G-647 DRILLING LOG Boring Number: TB-18
IlClient: Mills, Oliver & Webb, Inc.
(Total Depth of Hole: 6.0'ISheet 1 of 1 i+
IlProject: SHERANDO HIGH SCHOOL
IDate Drilled: May 3, 1991 !I
IlLocation: Stephens City, VA
!Top of Hole Elev.: 742 +/-
!Designation of Drill: SIMCO TR-4000
Groundwater Elev.: Dry Daring Drilling
(Groundwater 1
(Size & Type of Augers: 3.25" ID HSA
Elev.: Dry At Completion
DEPTH
IS.#(BLOWS/6"I
GEOLOGIC DESCRIPTION
f REMARKS
(
I
I
I
I
I
1 4" TOPSOIL
f 11
I 11
II
!
Brown SILT and weathered
1
4
4
SHALE FRAGMENTS, dense,
1 2 —1
!
I
!
I
!
I
! moist to dry.
I
I
I f
I
j
! 6
1
3 �
k121
138
� I
I
#—+—�—!-1
1 4
I I!I
!
5
- Very dense @ 5.0' 1
20
k
15
RESIDUAL
6
#2
2"
AUGER REFUSAL AT 6.0 FT.
k
!1 7-1
1
1 1
I!
f#
19-1
1
1
l
l
I'
110
1
1
kl
1 �
lfll
1 11
112
i
I 1
i 11
1
1
k
' 13 !
I
I
I
I
1
I
114 —►
I
!
II
it
(15
L
71=Z'=AD ENG=NEEDING , =NC _
Job Number: G-647 DRILLING LOG Boring Number: TB-19
11 Client: Mills, Oliver & Webb, Inc.
iTotal Depth of Hole: 7.0-jSheet 1 of !1
IjProject: SHERANDO HIGH SCHOOL
,Date Drilled: May 3, 1991 �I
!Location: Stephens City, VA
ITop of Hole Elev.: 741
E
of Drill: SIMCO TR-4000
Groundwater Elev.: Dry During Drilling
`Designation
Size & Type of Augers: 3.25" ID HSA
Groundwater Elev.: Dry At Completion
�DEPTH IS.#4BLOWS/6
GEOLOGIC DESCRIPTION I
REMARKS
5" TOPSOIL !
II
11 �
I
l
l
i
I
i1
Tan -gray to brown SAND,
dense, little silt and
11 2 —1
I
1
rock fragments, moist. I
I
11
-I
I
1
1
g'
1141
1
11 3
I
1
4
#1
211
I
I
��
1
1 5
I
- Medium dense, some gray clay @ 5.0' I
I
I'
I
9
8
1 6
#s2
I
10
I
IRESIDUAL
17
i
I
`
AUGER REFUSAL AT 7.0 ET.
II 8-1
1
i
1 1
►
i
I 1
1
�'.
1
119�
I
(i
I
I
I
1110 -I
I
I
{
Il �
II11
1112
1
1
1113
�
11
II11
1
I
I
II
1114
i
l
l
I
I
1J 15 --i
i
C
I
1 TR=AID ENGSNEEI=ZING , 2NC _
Job Number: G-647 DRILLING LOG Boring Number: TB-20
IlClient: Mills, Oliver & Webb, Inc.
!Total Depth of Hole: 6.5"ISheet 1 of 1 11
I
IlProject: SHERANDO HIGH SCHOOL
IDate Drilled: May 3, 1991 II
[(Location: Stephens City, VA
(,Top of Hole Elev.: 740
I�Designation of Drill: SIMCO TR-40M
(Groundwater Elev.: Dry During Drilling 1
Size & Type of Augers: 3.25" ID HSA
IGroundwater Elev.: Dry At Completion
{DEPTH
S.#
BLOWS/6"I
GEOLOGIC DESCRIPTION
I REMARKS
f
!
I
{
I
I I
7' TOPSOIL
j 1
k
I
i
an-ggrray SAND dense
I �ittle silt, -race clay
I� 2
I
4 and weathered SANDSTONE
I
1
I
I
FRAGMENTS, moist. 1
i 3
115E
141
I
;1 4
1 #1
1
I
1 171
}
11
t
!1 5
Dark brown -gray SAND and
f 1
it
12
weathered SANDSTONE FRAGMENTS, 1
!
very dense, dry.
1
25
6
i
#2
30
RESIDUAL 1
AUGER REFUSAL AT 6.5 FT.
7
—1
I
i
I I
11
1 8
1 9 1
I
I
i
I
1 11
—i
i
II
110 —I
1
i
1
I
I
I
1 11
1 it
'I -I
1111
1 I
111 �
i
l
1
1
1I
Il �
I111
1 1�
13
114
I
1
15
116
I
I
I
i
i
I I
=-ZIJA-E) ENG=NEEDING , =NG _
Job Number: G-647 DRILLING LOG Boring Number: TB-21
Mills, Oliver & Webb, Inc. I'
Total Depth of Hole: 2.4'ISheet 1 of 1 I{
it
Project: SHERANDO HIGH SCHOOL
(Date Drilled: May 2, 1991 �!
IlLocation: Stephens City, VA
'Tap of Hole Elev.: 730 +/-
IDesignation of Drill: SIMCO TR-40ZO
(Groundwater Elev.: Dry During Drilling I
IlSize & Type of Augers: 3.25" ID HSA
(Groundwater Elev.: Dry At Completion I!
GEOLOGIC DESCRIPTION 1
REMARKS
!jDEPTHjS.#jBLOWS/6"j
!
(
I
I
I
5" TOPSOIL I
I
Dark
NTSS,
I I
FRAGMENTS, dry.
1
I
RESIDUAL
I
IfI
I
I
I
I
AUGER REFUSAL AT 2.4 FT.
�!
3
4
II 5�
I!
11I1
I
l
�
II 6
1
I
III
!
I �
9
I
I
I!
I
I
! I
II
II10-1
I
1
1
1
I
1
!
!
1112 —1
1
II 13
I14—�
!
I
I
I
116
T1�SA� ENCSNEEISNG, SNC _
Job Number: G-647 DRILLING LOG Boring Number: TB-22
:1
1
IlClient,: Mills, Oliver & Webb, Inc.
Total Depth of Hole: 6.9'jSheet 1 of 1 1)
Froject: SHERANDO HIGH SCHOOL
!Date Drilled: May 2, 1991 it
([Location: Stephens City, VA !Top
of Hole Elev.: 735
Designation of Drill: SIMCO TR-4000
Groundwater Elev.: Dry During Drilling �
Size & Type of Augers: 3.25" ID H.SA lGrvundwater
Elev.: Dry At Completion (�
DEPTHIS.#IBLUwS/6"
GEOLOGIC DESCRIPTION
I REMARKS !(
11 -j
i
1
l
I
l
1
i
1 5" TOPSOIL
i l
I 11
i
I
i
i I!
Tan -gray clayey SILT to brown
2
I
I
I
SAND medium dense some
SANDSTONE FRAGMENTS, moist.
i 11
1
11
II
1�
i
i 11
I 11
41
!
3
1 71
I�
1 4 -1
►1 �
ii11
1 i1
5
i
16i
Very dense @ 5.0'
I
!�
1
1 6
I
#2
11351
1
I
RESIDUAL
I !I
II 7
AUGER REFUSAL AT 6.9 FT. 1
II
IIs—�
11(
I
Il
I{ 9
II
'I10�lill
i
11
11
�
f I
I�1
i
l
I
l
i
l
I
� 1
Ii
22
1 —1
Ilil
i
1
113
1
Z4
I �
111f
1
II
115
116
i I
I
I
f
I
►
!�
=-RTAID ENG2NEER=NG , INC _ I
Job Number: G-647 DRILLING IM, Phrin� M mber: 7R-?.'A
!(Client: Mills, Oliver & Webb, Inc. Total Depth of Hole: 6.0'ISheet 1 of 11!
Project: SHERANDO HIGH SCHOOL
'Date Drilled: May 8, 1991 �I
I�Location: Stephens City, VA
jTop of Hole Elev.: 737 +/-
! Designation of Drill: SIMCO TR-4000
(Size & Type of Augers: 3.25" ID HSA
Groundwater Elev.: Dry Dar 71]g Drilling
Groundwater Elev.: Dry At Completion
,IDEPTHIS.#jBLOWS/E3"j
GEOLOGIC DESCRIPTION
( REMARKS I,
5" TOPSOIL
I I�
I !.
!1 1 1
f
1!
l
► ►
II 2—
I
I
I
Brown- ayy� SILT and weathered
SHALE PRAt� aS, very dense,
I moist to dry.
I
! !
I II
1
I I'
1121
1
I1 3 -�
1
1#1
i 4
25
I
1
,471
1
I i
1 I
5
l- Very dense @ 5.0"
I I
131
k
i
161,
1
6
#2
1 I
iAUGER
REFUSAL AT 6.0 FT.
!7
I
l
8
I I
lili
i9�
i i1
110
1 —�
i11i
i 1i
! 11 I
1 I
1
I
I Il
112
I
I
I
I
I{
1
{
113 I
I
I
I!
I
114 —I
1
!
I
I
I III
15 I—i
I
i
I
i
I 11
i —�
I
I
►
I 1
TE=AD ENG=NEEEING , INC _
Job Number: G-647 DRILLING LOG Boring Number: TB-24
(Client: Mills, Oliver & Webb, Inc.
!Total Depth of Hole: 4.0'ISheet 1 of 1 !1
IlProject: SHERANDO HIGH SCHOOL
II
IDate Drilled: May 3, 1991 !I
IlLocation: Stephens City, VA
;Top of Hole Elev.: 736
(Designation of Drill: SIMCO TR-40M
Groundwater Elev.: Dry Daring Drilling !(c
41Size & Type of Augers: 3.25 ID HSA !Groundwater
Elev.: Dry At Completion I#
�DEPTH
IS.#
BLOWS/6"i
GEOLOGIC DESCRIPTION
REMARKS
II
11
!
!
!
!
I
!
1 6" TOPSOIL
I II
!
1
li
Tan -gray clayey SILT to
2 —�
dark gray -brown SILT and
II
I
I
! weathered SHALE FRAGMENTS,
1
fj
very dense, moist to dry.
� I
151
3
125
i
#1
13
I
RESIDUAL
I !!
4
I
l�
!
I AUGER REFUSAL AT 4.0 FT.
I II
5
I
II
!
I�
I
11
If 7
i
I
i
I
►' 8-
I
f l
l !
►'
! 9�
1110-I
I
I
I
I
II
II -I
(III
I
II
I12 1
I
{
I
►±
11 -I
1111
I
I�
Dili
�
1131
1114 -1
1
I
I
I
1
�f
115�
I
I
1
I
I
it
116 —�
I
I
I
I
i
!►
TlZ=,AJD ENG=NEEl=R=NG , =NC _ I
Job Number: G-647 DRILLING TM Anr-inv a-im},ar• 7R-7r,
Client: Mills, Oliver & Webb, Inc.
Total Depth of Hole: 4.0'ISheet 1 of 1 11
,!Project: SHERANDO HIGH SCHOOL
Date Drilled: May 3, 1991
IlLocation: Stephens City, VA
ITop of Hole Elev.: 741
lDDeize ttion of Drill: S3M25 D-
Dry During Drilling
1Gromdw
ICO
1 of
ter Elev.: Dry At Completion
DEPTHIS.#1BLOWS/6"'
GEOLOGIC DESCRIPTION
REMARKS
�
i
I
it
{ I
6" TOPSOIL
1 �
�
{
{
!
12 —!
Dark to dark gray SAND and
{ weathered SANDSTONE FRAGMENTS,
I
I
very dense, dry.
{ �{
1 12
j
3 —�
I{
29
i
I
131
1 it,
1
RESIDUAL
I !�
4
{
AUGER REFUSAL AT 4.0 FT.
lI
II
I
{ 5
I
1
I
{
I
I!
{{
!
!
7
I
I 1
iI
II
I
II
i
I1i
10
I(
I I
12--f {
I
{
!
I
1
I
I
I
II
If
I
I
I
I
!
lI
13
I
I
I
i
I
14
If
—i 1
I
1
l
I
ll
!1
! 1
15 —1 I
I
I
I
I
1
I
I
1
if
!1
I l
!
i
I
I
I
II
it
II 16
II i I I I
T T= 111 D ENG2NEEIZING , =NC _
Job Number: G-647 DRILLING LOG Boring Number: TB-26
�IClient: Mills, Oliver & Webb, Inc. iTotal Depth of Hole: 8.3`iSheet 1 of 1 it
1!Project: SHERANDO HIGH SCHOOL (Date Drilled: May 2, 1991 !!
1 :!
11Location: Stephens City, VA ITop of Hole Elev.: 738
!Designation of Drill: SIMCO TR-4000 !Groundwater Elev.: Dry During Drilling 1!
(Size & Type of Augers: 3.25 ID HSA (Groundwater Elev.: Dry At Completion II
(DEPTH
S.#,BLOWS/6"I
GEOLOGIC DESCRIPTION
I REMARKS 11
!
f
I
I
I 3" TOPSOIL
I II
I {!
II 1 —I
I
I
I
I
I
k�Ifl
I
1 2
I!I
I
r
f
+ Dark brown ggrraay SAND and
weathered 6ANDbTONE FRAGMENTS,
very dense, dry.
!I
!!
II
19
I
3
{
1
I
#1
StlS
13„
!
I
I j
4
If 5
I
M
17-�,—j---{
I
50
' 6
#2
6"
7
I
I
!
I II
8
RESIDUAL
!!
341
35
#3
AUGER REFUSAL AT 8.3 FT. i
I
9
I
l
i!
I
I
I
II
110 —f
1
I
I
1
I
I
I
II
I
i I
1
111
I
I
I
I
I
II
112
I
I
I
'
Fjjl
13
it
14 l
I
I
i
I
i
I II
i
I
fi
115�
T1�=AD ENGINEERING , =NC _
Job Number: G-647 DRILLING LOG BorinLT M mher: TR-97
if
�IClient: Mills, Oliver & Webb, Inc.
!Total Depth of Hole: 4.4-ISheet 1 of 1 II
IlProject: SHERANDO HIGH SCHOOL
IDate Drilled: May 2, 1991 �!
IlLocation: Stephens City, VA
,Top of Hole Elev.: 732
IDesignation of Drill: SIMCO TR-4000
!Groundwater Elev.: Dry During Drilling (+
(Size & Type of Augers: 3.25 ID HSA
!Groundwater Elev.: Dry At Completion
it DEPTH
I S . #
I BLOWS/6 "
GEOLOGIC DESCRIPTION
I RH MARKS }�
II -1
I
I
I
4" TOPSOIL
I
II
Dark brown -gray SILT and
weathered SHALE FRAGMENTS,
I
I�2
very dense, dry.
!
18
1
--�
I�
1
3
41135
#1
I
1
1 II
4
RESIDUAL
I I�
I
I
1111
l
l AUGER REFUSAL AT 4.4 FT.
5
1 �
i }I
,I
6
!
I II
7
I
I
I
► 11
I I
II
I
i
1
9
I
I
I
1
I
110
I11 --�
I
'
►
!I
112
! —!
{
I
►I
I
I !I
�13
114 ----1
III
I 11
1
115 I
i
I
I
1
1 ii
16
I
i
I
1
1
I II
IT1=Z=A1D =NC _
Job Number: (3-647 DRILLING LOG Boring Number: TB-28
{Client: Mills, Oliver & Webb, Inc.Total
Depth of Hole: 2.5"(Sheet 1 of 1 11
SHERANDO HIGH SCHOOL
Date Drilled: May 2, 1991 I{
,'Project:
r
(Location: Stephens City, VA
ITop of Hole Elev.: 740
Designation of Drill: SIMCO TR-4000
(Groundwater Elev.: Dry During Drilling
Size & Type of Augers: 3.25" ID HSA
(Groundwater Elev.: Dry At Completion !
DEPTH
S.#IBLOWS/6"
GEOLOGIC DESCRIPTION
R ams I
II
4
I
f
f
( 3" TOPSOIL
I l�
r
I
I
I �I
I
Brown SAND and SANDSTONE
I
I
FRAGMENTS, dry.
I
2
I
II
I
RESIDUAL
I {
I
I
I
AUGER REFUSAL AT 2.5 FT.
i I!
3
�
14-1
15
7�
is
Il�f
I l
19 -{
I
i
(
i f►
I10----
I{�I
i
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fI 12
I
I
I
I
( {1
113
114
I
15
I
116 —I
SITE WORK DIVISION 2
SECTION,.
02270,.,,-EROSIONCONTROL
PART 1 -
......................................_.........................._...........
GENERAL
A. CONDITIONS:
1.
Drawings and general provisions of Contract, including General and
Supplementary- Conditions and Division 1 specification sections, apply to
work of this section.
B. DESCRIPTION
OF WORK:
1.
The work to be performed under this section of the specifications
comprises the furnishing of all Labor and materials and the completion of
all work of this section as shown on the drawings and/or herein specified.
2.
In general, the work :included under, this section consists of, but is not
limited to, the following:
a. Erosion control devices as noted on drawings.
b. Channel and pond linings..
c. Seeding for erosion control
C. RELATED WORK:
1.
In general, the following related work is included in other sections of
the specifications:
a. Earthwork, excavation, and backfilling - Section 02200
b. Site clearing - Section 02110.
D. JOB
CONDITIONS:
1.
Minimize construction traffic in drainage swales and streams.
2.
Construction activities shall be performed to prevent the flow of
sediment -laden runoff to the existing pond in Sherando Park.
E. QUALITY
ASSURANCE:
1.
The Virginia Erosion and Sediment Control Handbook, latest edition, shall
be adhered to as part of this section.
2.
The Virginia Department of Transportation (V.D.O.T.) Road and Bridge
Specifications, latest edition.
1 9027 02270-1
SITE,, TORK
PART 2 - PRODUCTS
A. MATERIALS:
DIVISION 2
1. Genera]: Standards shall be in accordance with applicable provisions
listed in Post ITT of the Virginia Erosion and Sediment Control Handbook
and applicable sections of the V.D.O.T. Road and Bridge Specifications
(referenced to hereafter by section).
2. Channel and Slope Stabilization:
a. Temporary seeding shall be in accordance with Std. & Spec. 1.65.
3. Aggregate
a. Riprap bedding material at the temporary sediment basin barrel outlet
shall conform to the requirements of V.D.O.T. Section 258. Riprap
shall be Class III conforming to V.D.O.T. Section 418.
b. Outlet protection, except as indicated in A.3.a. above, shall be
V.D.O.T. EC-1, Type A.
C. Construction entrance shall be constructed of V.D.O.T. No. 1 (2-inch-
3-inch stone.
PART 3 - EXECUTTON
A. PERMITS:
1. Obtain necessary permits from state and local governing officials prior to
commencement of work.
B. INSTALLATION:
1. General: Construction methods shall be in accordance with manufacturer's
instructions, applicable sections of the Virginia Department of
Transportation Road and Bridge Specifications, and the Virginia Erosion
and Sediment Control Handbook, hereinafter referred to by Standard and
Specification (Std. & Spec.) number.
2. Install temporary and permanent structures as noted on the drawings and as
follows:
a. Install temporary construction entrance first, after clearing 50 feet
into the site. Installation shall be in accordance with the Std. &
Spec. 1.01.
b. Install sedimentation pond as soon as practical after installing
construction entrance and in accordance with Std. & Spec. 1.26 and
Section 02200 - Earthwork.
9027 02270-2
SITF. WORK DIVISION 2
3. Seed all slopes and disturbed areas within one week after reaching
subgrade in accordance with Std. & Spec. 1.65.
4. Install diversion ditches and temporary- slope drains immediately upon
completion of fill and. cut slopes in accordance with Std. & Spec. 1.15 and
1.30.
5. Install inlet protection as soon as each inlet is installed in accordance
with Std. and Spec. 1.08.
6. Install other measures in accordance with the appropriate Std. & Spec.
sections.
7. Maintain erosion and sediment control measures in good working order.
Inspect measures weekly and after every rainfall to ensure proper
functioning. Inspect measures daily during periods of prolonged or
intense rainfall.
C. INSPFCTIONS:
1. Frequent land alteration inspections shall be conducted at the discretion
of Frederick County. Required inspections shall be made of the ungraded
land before the permit is issued and on termination of land alteration.
Termination is achieved by a written statement by Frederick County- that
the permit holder has complied with the approved erosion and sediment
control plan and any governing ordinances.
END,,,, OF _SECTION
9027 02270-3
i •:R
1.01
STD & SPEC 1.01
TEMPORARY GRAVEL
CONSTRUCTION ENTRANCE
CE
Definition
A stone stabilized pad located at points of vehicular ingress and egress
on a construction site.
Purpose
To reduce the amount of mud transported onto public roads by motor ve-
hicles or runoff.
Conditions Where Practice Applies
Wherever traffic will be leaving a construction site and move directly
onto a public road or other paved area.
OUR
1.01
Planning Considerations
General criteria GC-12 requires that roads adjacent to a construction
site shall be clean at the end of each day. Construction entrances pro-
vide an area where mud can be removed from construction vehicle tires
before they enter a public road. If the action of vehicle traveling
over the gravel pad is not sufficient to remove the majority of the mud,
then the tires must be washed before the vehicle enters a public road.
If washing is used, provisions must be made to intercept the wash water
and trap the sediment before it is carried off -site. Construction en-
trances should be used in conjunction with the stabilization of construc-
tion roads to reduce the amount of mud picked up by construction vehicles.
Design Criteria
Aggregate Size
VDH&T aggregate No.1 (2-3-inch stone) should be used.
Entrance Dimensions
The aggregate layer must be at least 6 inches thick. It must extend
the full width of the vehicular ingress and egress area. The length
of the entrance must be at least 50 feet. (See Plate 1.01a).
Washing
If conditions on the site are such that the majority of the mud is not
removed by the vehicles traveling over the gravel, then the tires of
the vehicles must be washed before entering a public road. Wash water
must be carried away from the entrance to a settling area to remove sedi-
ment. A wash rack may also be used to make washing more convenient and
effective. (See Plate 1.01b).
Location
The entrance should be located to provide for maximum utility by all
construction vehicles.
Construction Specifications
The area of the entrance should be cleared of all vegetation, roots,
and other objectionable material. The gravel shall be placed to the
specified dimensions. Any drainage facilities required because of wash-
ing should be constructed accor`.ng to specifications. If wash racks
are used, they should be instal _�a according to manufacturer's specifi-
cations.
III-2
noxCr 1/no
p|aTe iuia
CONSTRUCTION ENTRANCE WITH WASH RACK
^ itch to Carry
,~ Wash Water to
Sediment Basin or
~, ^,
Trap
6'-7"
Source: Smith Cuttleguard Company Plate l.Olb
III-3
1980 1.01
Maintenance
The entrance shall be maintained in a condition which will prevent track-
ing or flow of mud onto public rights -of -way. This may require periodic
top dressing with 2-inch stone, as conditions demand, and repair and/or
cleanout of any structures used to trap sediment. All materials spilled,
dropped, washed, or tracked from vehicles onto roadways or into storm
drains must be removed immediately. dt
III-4
1
1
1
A
A
1980 1.06
STD & SPEC 1.06
SILT FENCE
A temporary sediment barrier consisting of a filter fabric stretched
across and attached to supporting posts and entrenched. There are two
types. The Silt Fence is a temporary linear filter barrier constructed
of synthetic filter fabric, posts, and, depending upon the strength of
the fabric used, wire fence for support. The Filter Barrier is construc-
ted of stakes and burlap or synthetic filter fabric.
Purposes
1. To intercept and detain small amounts of sediment from disturbed
areas during construction operations in order to prevent sediment
from leaving the site.
2. To decrease the velocity of sheet flows and low -to -moderate level
channel flows.
Conditions Where Practice Applies
1. Below disturbed areas where erosion would occur in the form of sheet
and rill erosion.
m
1.06
2. Where the size of the drainage area is no more than 1/4 acre per
100 feet of silt fence length; the maximum slope length behind the
barrier is 100 feet; and the maximum gradient behind the barrier
is 50 percent (2:1).
3. In minor swales or ditch lines where the maximum contributing drain-
age area is no greater than 2 acres.
4. Under no circumstances should silt fences be constructed in live
streams or in swales or ditch lines where flows are likely to exceed
1 cubic foot per second (cfs). See Design Criteria for further clari-
fication.
Planning considerations
Laboratory work at the Virginia Highway and Transportation Research Council
(VH&TRC) has shown that silt fences can trap a much higher percentage
of suspended sediments than can straw bales. Silt fences may be prefer-
able to straw barriers in many cases. While the failure rate of silt
fences is lower than that of straw barriers, there have been instances
in which silt fences were improperly installed. The installation methods
outlined here can improve performance.
Filter barriers are inexpensive structures composed of burlap or standard
weight synthetic filter fabric stapled to wooden stakes. Flow rates
through burlap filter barriers are slightly slower and filtering effici-
ency is significantly higher than for straw bale barriers (see Table
1.06a).
Table 1.06a
FLOW RATES AND FILTERING EFFICIENCIES OF
VARIOUS SEDIMENT FILTER MATERIALS
Material Flow Rate (gal./sq.ft./min.) Filter Efficiency (�)
Straw 5.6 67
Burlap (10 oz. f. -ic) 2.4 84
Synthetic Fabric 0.3 (Avg.) 97 (Avg.)
Source: Va. Highway and Transportation Research Council
Silt fences composed of a wire support fence and an attached synthetic
filter fabric slow the flow rate significantly but have a higher filter-
ing efficiency than burlap. Both woven and non -woven synthetic fabrics
are commercially available. The woven fabrics generally display higher
strength than the non -woven fabrics. When tested under acid and alkaline
water conditions, most of the woven fabrics increase in strength. There
is a variety of reactions among the non -woven fabrics. The same is true
of testing under extensive ultraviolet radiation. Permeability rates
vary regardless of fabric type. While all of the fabrics demonstrate
III-18
LJ
i�
I
4
I
1,
1
1
1.06
very high filtering efficiencies for sandy sediments, there is considerable
variation among both woven and non -woven fabrics when filtering the finer
silt and clay particles.
Des i g:i Criteria
1. No formal design is required.
2. Filter barriers shall have an expected usable life of 3 months.
They are applicable in ditch lines, around drop inlets, and at tempo-
rary locations where continuous construction changes the earth con-
tour and runoff characteristics and where low or moderate flows (not
exceeding 1 cfs) are expected.
3. Silt fences, because they have a much lower permeability than burlap
filter barriers, have their applicability limited to situations in
which only sheet or overland flows are expected. They normally can-
not filter the volumes of water generated by channel flows, and.. many
of the fabrics do not have sufficient structural strength to support
the weight of water ponded behind the fence line. Their expected
usable life is 6 months.
Construction Specifications
Materials
1. Synthetic filter fabric shall be a pervious sheet of propylene, nylon,
polyester or ethylene yarn and shall be certified by the manufacturer
or supplier as conforming to the following requirements:
PHYSICAL PROPERTY TEST
Filtering Efficiency VTM-51
Tensile Strength at VTM-52
20% (max.) Elongation*
REQUIREMENTS
7 mi n. )
Extra Strength-
50 lbs./lin. in. (min.)
Standard Strength-
30 lbs./lin. in. (min.)
Flow Rate VTM-51 0.3 gal./sq.ft./min. (min.)
* Requirements reduced by 50 percent after 6 months of installation.
Synthetic filter fabric shall contain ultraviolet ray inhibitors and
stabilizers to provide a minimum of 6 months of expected usable
construction life at a temperature range of Oo F to 1200 F.
2. Burlap shall be 10 ounce per square yard fabric.
3. Posts for Silt Fences shall be either 4-inch diameter wood or 1.33
pounds per linear foot steel with a minimum length of 5 feet. Steel
posts shall have projections for fastening wire to them.
1
1.06
4. Stakes for Filter Barriers shall be 1" x 2" wood (preferred) or equi-
valent metal with a minimum length of 3 feet.
5. Wire fence reinforcement for silt fences using standard strength
filter cloth shall be a minimum of 42 inches in height, a minimum
of 14 gauge and shall have a maximum mesh spacing of 6 inches.
Filter Barrier: This sediment barrier may be constructed using burlap
or standard strength synthetic filter fabric. It is designed for low
or moderate flows not exceeding 1 cfs. See Plate 1.06a.
1. The height of a filter barrier shall be a minimum of 15 inches and
shall not exceed 18 inches.
2. Burlap or standard strength synthetic filter fabric shall be purchased
in a continuous roll and cut to the length of the barrier to avoid
the use of joints (and thus improve the strength and efficiency of
the barrier).
3. The stakes shall be spaced a maximum of 3 feet apart at the barrier
location and driven securely into the ground (minimum of 8 inches).
4. A trench shall be excavated approximately 4 inches wide and 4 inches
deep along the line of stakes and upslope from the barrier.
5. The filter material shall be stapled to the wooden stakes, and 8
inches of the fabric shall be extended into the trench. Heavy duty
wire staples at least 1/2-inch long shall be used. Filter material
shall not be stapled to existing trees.
6. The trench shall be backfilled and the soil compacted over the filter
material.
7. If a filter barrier is to be constructed across a ditch line or swale,
the barrier shall be of sufficient length to eliminate end flow,
and the plan configuration shall resemble an arc or horseshoe with
the ends oriented upslope (Plate 1.06b).
8. Filter barriers shall be removed when they have served their useful
purpose, but not before the upslope area has been permanently stabi-
lized.
Silt Fence: This sediment barrier utilizes standard strength or extra
strength synthetic filter fabrics. It is designed for situations in
which only sheet or overland flows are expected. See Plate 1.06c.
1. The height of a silt fence shall not exceed 36 inches (higher fences
may impound volumes of water sufficient to cause failure of the struc-
ture).
III-20
QRn 1.06
1. Set the stakes.
F1 ow ex,
2. Excavate a 4% 4" trench
upslope along the line of
_stakes.
411 1
3. Staple filter material to
stakes and extend it into
the trench.
4. Backfill and compact the
excavated soil.
t }
CONSTRUCTION OF A FILTER BARRIER
Source: Installation of Straw and Fabric Filter Barriers Plate 1.06a
for Sediment Control, Sherwood and Wyant
•
Pl an jE•"� �' •�. r!:�i Ili!% ;...,,.• /
Elevation
Points A should be higher than point B
��/n•,y y.'��I�il •. � _ �..of%e!i4FL.�11%.r�il:inQ`O
PROPr BARRIER IN t DRAINAGE /
Source: Adapted from Installation of Straw and Fabric Plate 1.06b
Filter Barriers for Sediment Control, Sherwood
and Wyant
Wi
1.06
2. The filter fabric shall be purchased in a continuous roll cut to
the length of the barrier to avoid the use of joints. When joints
are necessary, filter cloth shall be spliced together only at a sup-
port post, with a minimum 6-inch overlap, and securely sealed.
3. Posts shall be spaced a maximum of 10 feet apart at the barrier loca-
tion and driven securely into the ground (minimum of 12 inches).
When extra strength fabric is used without the wire support fence,
post spacing shall not exceed 6 feet.
4. A trench shall be excavated approximately 4 inches wide and 4 inches
deep along the line of posts and upslope from the barrier.
5. When standard strength filter fabric is used, a wire mesh support
fence shall be fastened securely to -the upslope side of the posts
using heavy duty wire staples at least 1 inch long, tie wires or
hog rings. The wire shall extend into the trench a minimum of 2
inches and shall not extend more than 36 inches above the original
ground surface.
6. The Standard Strength filter fabric shall be stapled or wired to
the fence, and 8 inches of the fabric shall be extended into the
trench. The fabric shall not extend more than 36 inches above the
original ground surface. Filter fabric shall not be stapled to exist-
ing trees.
7. When extra strength filter fabric and closer post spacing are used,
the wire mesh support fence may be eliminated. In such a case, the
filter fabric is stapled or wired directly to the posts with all
other provisions of item No.6 applying.
8. The trench shall be backfilled and the soil compacted over the filter
fabric.
9. Silt fences shall be removed wher', they have served their useful pur-
pose, but not before the upslope :area has been permanently stabilized.
Maintenance
1. Silt fences and filter barriers shall be inspected immediately after
each rainf al.l and at least daily during prolonged rainfall. Any
required repairs shall be made immediately.
2. Should the fabric on a silt fence or filter barrier decompose or
become ineffective prior to the end of the expected usable life and
the barrier still be necessary, the fabric shall be replaced promptly.
3. Sediment deposits should be removed after each storm event.- They
must be removed when deposits reach approximately one-half the height
of the barrier.
4. Any sediment deposits remaining in place after the silt fence or
filter barrier is no longer required shall be dressed to conform
with the existing grade, prepared and seeded.
III-22
1.06
Set posts and excavate a 4"x4" 2. Staple wire fencing I
trench •r • • posts.
• posts.
ii■■■. i■iiE%so
■ NNJ , l
on
AISeI���Ir
,Iron ■�11��-1:.
o
411
3. Attach the filter fabric to 4. Backfill and compact the
the wire fence and extend it excavated soil.
into the trench.
Extension of fabric and
wire into the trench.
Filter Fabric
ICONSTRUCTION OF A SILT FENCE
c—r n- elan+PH frnm Tnetallatinn of Straw and Fabric Plate 1.06c
vv- Filter Barriers for Sediment Control, Sherwood
and Wyant
III-23
two
STD & SPEC 1.08
STORM DRAIN
INLET PROTECTION
A sediment filter or an excavated impounding area around a storm drain
drop inlet or curb inlet.
Purpose
To prevent sediment from entering storm drainage systems prior to perma-
nent stabilization of the disturbed area.
Conditions Where Practice Applies
Where storm drain inlets are to be made operational before permanent
stabilization of the disturbed drainage area. Different types of struc-
tures are applicable to different conditions (see Plates 1.08a through
1.08h).
III-29
1980
Planring Considerations
1.00
Storm sewers which are made operational before their drainage area is
stabilized can convey large amounts of sediment to natural drainageways.
In case of extreme sediment loading, the storm sewer itself may clog
and lose a major portion of its capacity. To avoid these problems, it
is necessary to prevent sediment from entering the system at the inlets.
This practice contains several types of inlet filters and traps which
have different applications dependent upon site conditions and type of
inlet. Other innovative techniques for accomplishing the same purpose
are encouraged, but only after specific plans and details are submitted
to and approved by the Plan Approving Authority.
Note that these various inlet protection devices. are for drainage areas
of less than one acre. Runoff from large disturbed areas should be routed
through a TEMPORARY SEDIMENT TRAP (Std. & Spec. 1.25).
The best way to prevent sediment from entering the storm sewer system
is to stabilize the site as quickly as possible, preventing erosion and
stopping sediment at its source.
Design Criteria
1. The drainage area shall be no greater than 1 acre.
2. The inlet protection device shall be constructed in a manner that
will facilitate cleanout and disposal of trapped sediment and minimize
interference with construction activities.
3. The inlet protection devices shall be constructed in such a manner
that any resultant ponding of stormwater will not cause excessive
inconvenience or damage to adjacent areas or structures.
4. Design criteria more specific to each particular inlet protection
device will be found on Plates 1.08a-h.
Construction Specifications
1. STRAW BALE DRC- INLET STRUCTURE
a. Bales shall be either wire -bound or string -tied with.the bindings
oriented around the :.ides rather than over and under the bales.
b. Bales shall be placed lengthwise in a singl> row surrounding
the inlet, with the ends of adjacent bales pressed together.
(Plate 1.08a).
c. The filter barrier shall be entrenched and backfilled. A trench
shall be excavated around the inlet the width of a bale to a
minimum depth of 4 inches. After the bales are staked, the exca-
vated soil shall be backfilled and compacted against the filter
barrier.
1980 1.08
d. Each bale shall be securely anchored and held in place by at
least two stakes or rebars driven through the bale.
e. Loose straw shall be wedged between bales to prevent water from
entering between bales.
Drop Inlet
with Grate Compacted Soil Staked
1 to Prevent Piping Straw Bale
- -C
c s -7:� —_`2unoff Water Filtered
- -- with Sedimen Water
Straw Bales
Staked with 2
Stakes Per Bale
Specific Application
This method of inlet protection is applicable where the inlet
drains a relatively flat area (slopes no greater than 5 percent) where
sheet or overland flows (not exceeding 0.5 cfs) are typical. The
method shall not apply to inlets receiving concentrated flows, such
as in street or highway medians.
STRAW BALE DROP INLET SEDIMENT FILTER
Source: Michigan Soil Erosion and Sedimentation Plate 1. 08a
Control Guidebook, 1975
2. BURLAP DROP INLET SEDIMENT FILTER
a. Burlap shall be 10 ounce per square yard fabric and shall be
cut from a continuous roll to avoid joints.
b. Stakes shall be 1" x 2" wood (preferred) or equivalent metal
with a minimum length of 3 feet.
c. Staples shall be of heavy duty wire at least 1/2-inch long.
d. Stakes shall be spaced around the perimeter of the inlet a maximum
of 3 feet apart and securely driven into the ground (minimum
of 8 inches).
e. A trench shall be excavated approximately 4 inches wide and 4
inches deep around the outside perimeter of the stakes.
f. The burlap shall be stapled to the wooden stakes, and 8 inches
of the fabric shall be extended into the trench. The height
of the filter barrier shall be a minimum of 15 inches and shall
not exceed 18 inches (Plate 1.08b).
g. The trench shall be backfilled and the soil compacted over the
burlap.
1980
1.08
-Drop Inlet
with Grate
Stakes Filtered
Water
Burlap Fabric
�- Runoff Water
with Sediment
Buried
Burlap Fabric —
Specific Application
This method of inlet protection is applicable where the inlet
drains a relatively flat area (slopes no greater than 5 percent) where
sheet or overland flows (not exceeding 0.5 cfs) are typical. The
method shall not apply to inlets receiving concentrated flows, such
as in street or highway medians.
BURLAP DROP INLET SEDIMENT FILTER
,ource: Va SWCC Plate 1.08r
3. GRAVEL AND WIRE MESH DROP INLET SEDIMENT.FILTER
a. Wire mesh shall be laid over the drop inlet so that the wire
extends a minimum of 1 foot beyond each side of the inlet struc-
ture. Hardware cloth or comparable wire mesh with 1/2-inch open-
ings shall be used. If more than one strip of mesh is necessary,
the str i u --. shall be overlapped.
b. VDH&T Nr.1 Coarse Aggregate shall be placed over the wire mesh
as ind- ::r,ted on Plate 1.08c_ The depth of stone shall be at
least inches over the entire inlet opening. The stone shall
extend :eyond the inlet opening at least 18 inches on all sides.
c. If the stone filter becomes clogged with sediment so that it
no longer adequately performs its function, the stones must be
pulled away from the inlet, cleaned and replaced.
Note: This filtering device has no overflow mechanism, therefore,
ponding is likely especially if sediment is not removed regu-
larly. This type of device must never be used where overflow
may endanger an exposed fill slope. Consideration should
also be given to the possible effects of ponding on traffic
movement, nearby structures, working areas, adjacent property,
etc.
1
1
1
1
i
1
� a
� I
1,
� I
L7
':1
Runoff Water -
with Sediment
Gravel (12"
Water
1.08
depth)
ire Mesh
Specific Application
This method of inlet protection is applicable where heavy concen-
trated flows are expected, but not where ponding around the structure
might cause excessive inconvenience or damage to adjacent structures
and unprotected areas.
GRAVEL AND WIRE MESH DROP INLET SEDIMENT FILTER
)ource: Va SWCC Plate 1.08c
4. BLOCK AND GRAVEL DROP INLET SEDIMENT FILTER
a. Place concrete blocks lengthwise on their sides in a single row
around the perimeter of the inlet, with the ends of adjacent
blocks abutting. The height of the barrier can be varied, depend-
ing on design needs, by stacking combinations of 4-inch, 8-inch
and 12-inch wide blocks. The barrier of blocks shall be at least
1.2 inches high and no greater than 24 inches high.
b. Wire mesh shall be placed over the outside vertical face (webbing)
of the concrete blocks to prevent stone from being washed through
the holes in the blocks. Hardware cloth or comparable wire mesh
with 1/2-inch openings shall be used.
c. Stone shall be piled against the wire to the top of the block
barrier, as shown in Plate 1.08d. VDH&T No.l Coarse Aggregate
shall be used.
d. If the stone filter becomes clogged with sediment so that it
no longer adequately performs its function, the stone must be
pulled away from the blocks, cleaned and replaced.
5. EXCAVATED DROP INLET SEDIMENT TRAP
a. The excavated trap shall be sized to provide a minimum storage
capacity calculated at the rate of 67 cubic yards for 1 acre
of drainage area. A trap shall be no less than 1 foot nor more
than 2 feet deep measured from the top of the inlet structure.
Side slopes shall not be steeper than 2:1 (Plate 1.08e).
b. The slope of the basin may vary to fit the drainage area and
terrain. Observations must be made to check trap efficiency
and modifications shall be made as necessary to insure satisfac-
tory trapping of sediment. Where an inlet is located so as to
receive concentrated flows, such as in a highway median, it is
recommended that the basin have a rectangular shape in a 2:1
ratio, with the length oriented in the direction of the flow.
e
1.08
Gravel Filter
Overflow
Runoff
Water
Sediment'
Sediment
Wire Screen
r— Filtered Water
•D '
Drop Inlet
with Grate
Specific Application
This method of inlet protection is applicable where heavy flows
are expected and where an overflow capacity is necessary to prevent
excessive ponding around the structure.
BLOCK AND GRAVEL DROP INLET SEDIMENT FILTER
Source: Va SWCC
Plate 1.08d
III-34
i
•il
Fl ow �����' i "� Flow
1 ow
Fl ow
Sediment -Laden Runoff
A
Required.-
Max. SLOPE2: -.
Storm Water with-"
Larger Particles
Removed �11
Drain Inlet
Weep P:
Holes
for De -
Watering
'a .,..
MIII111 1 ll
1.C8
Depth Below Top of Inlet:
Min.1' - Max. 2' 77
Larger Particles
h Settle Out
Specific Application
This method of inlet protection is applicable where heavy flows
are expected and where an overflow capability and ease of maintenance
are desirable.
EXCAVATED DROP INLET SEDIMENT TRAP
Snurre- Michioan Snit Frnsinn and _e imen.a_inn
Control Guidebook, 1975, and USDA-SCS
ui.c t.vul
i
III-35
1980 1.08
c. Sediment shall be removed and the trap restored to its original
dimensions when the sediment has accumulated to 1/2 the design
depth of the trap. Removed sediment shall be deposited in a
suitable area and in a manner such that it will not erode.
6. SOD DROP INLET SEDIMENT FILTER
a. Soil shall be prepared and sod installed according to the specifi-
cations in Std. & Spec. 1.67 entitled SODDING.
b. Sod shall be placed to form a turf mat covering the soil for
a distance of 4 feet from each side of the inlet structure, as
illustrated in Plate 1.08f.
f may. �V�~ •4w _ •�
41
Four 1-foot Wide Strips of Sod on
Each Side of the Drop Inlet
M .. C-9 I.I. 4—
Filtered Water
Specific Application
This method of inlet protection is applicable only at the time
of permanent seeding, to protect the inlet from sediment and mulch
materials until permanent vegetation has become established.
SOD IL')ROP INLET SEDIMENT FILTER
Source: Va SWCC
7. GRAVEL CURB INLET SEDIMENT FILTER
Plate 1.08f
a. Hardware cloth or comparable wire mesh with 1/2-inch openings
shall be placed over the curb inlet opening so that at least
III-36
1980 1.08
12 inches of wire extends across the inlet cover and at least
12 inches of wire extends across the concrete gutter from the
inlet opening, as illustrated in Plate 1.08g.
b. Stone shall be piled against the wire so as to anchor it against
the gutter and inlet cover and to cover the inlet opening com-
pletely. VDH&T No.1 Coarse Aggregate shall be used.
c. If the stone filter becomes clogged with sediment so that it
no longer adequately performs its function, the stone must be
pulled away from the block, cleaned and replaced.
Gravel Filter Wire Mesh
Runoff Water 12" Filtered Water
�uii1_ 1
.21o_ °'
Sediment
Concrete Gutter Curb Inlet
Specific Application
This method of inlet protection is applicable at curb inlets
where ponding in front of the structure is not likely to cause
inconvenience or damage to adjacent structures and unprotected areas.
GRAVEL CURB INLET SEDIMENT FILTER
Source: Va SWCC Hate i.uug
8. BLOCK & GRAVEL CURB INLET SEDIMENT FILTER
a. Two concrete blocks shall be placed on their sides abutting the
curb at either side of the inlet opening.
b. A 2-inch by 4-inch stud shall be cut and placed through the outer
holes of each spacer block to help keep the front blocks in place.
c. Concrete blocks shall be placed on their sides across the front
of the inlet and abutting the spacer blocks as illustrated in
Plate 1.08h.
d. Wire mesh shall be placed over the outside vertical face (webbing)
of the concrete blocks to prevent stone from being washed through
the holes in the blocks. Chicken wire or hardware cloth with
1/2-inch openings shall be used.
III-37
1980 1.08
e. VDH&T No.l Coarse Aggregate shall be piled against the wire to
the top of the barrier as shown in Plate 1.08h.
f. If the stone filter becomes clogged with sediment so that it
no longer adequately performs its function, the stone must be
pulled away from the blocks, cleaned and replaced.
1
�G
Wire Screen
Gravel Filter
• • � •
• : —_
'Water with
r-
Sediment---.7 ."""= 11 1
Wire Screen
2"x4" Wood Stud
Curb Inlet _
mmotcreteBlock
iltered Water
IT1
°
9.p P
Curb Inlet
Specific Application
This method of inlet protection is applicable at curb inlets
where an overflow capability is necessary to prevent excessive
ponding in front of the structure.
BLOCK AND GRAVEL CURB INLET SEDIMENT FILTER
Source: Va SWCC Plate 1.08h
Maintenance
1. The structure shall be inspected after each rain and repairs made
as needed.
2. Sediment shall be removed and the trap restored to its original dimen-
sions when the sediment has accumulated to 1/2 the design depth of
the trap. Removed sediment shall be deposited in a suitable area
and in such a manner that it will not erode.
3. Structures shall be removed and the area stabilized when the remain-
ing drainage area has been properly stabilized.
it
.1
11
1
III-38
a
1980 1.15
STD & SPEC 1.15
TEMPORARY DIVERSION DIKE
DD
40
a]
A temporary ridge of compacted soil located at the top or base of a slop-
ing disturbed area.
Purposes
1. To divert storm runoff from higher drainage areas away from unpro-
tected slopes to a stabilized outlet;
or
2. To divert sediment -laden runoff from a disturbed area to a sediment
trapping facility.
Conditions Where Practice Applies
Wherever stormwater runoff must be temporarily diverted to protect dis-
turbed slopes or retain sediments on site during construction. These
structures qenerally have a life expectancy of 18 months or less.
III-39
1980
Planning Considerations
1.15
A temporary diversion dike is intended to divert overland sheet flow
to a stabilized outlet or a sediment trapping facility during establish-
ment of permanent stabilization on sloping disturbed areas. When used
at the top of a slope, the structure protects exposed slopes by keeping
upland runoff away. When used at the base of a slope, the structure
protects adjacent and downstream areas by diverting sediment -laden runoff
to a sediment trapping facility.
If the dike is going to remain in place for longer than 30 days, it is
very important that it be stabilized with temporary or permanent vegeta-
tion. The slope behind the dike is also an important consideration.
The dike must have a positive grade to assure drainage, but if the slope
is too great, precautions must be taken to prevent erosion due to high
velocity flow behind the dike.
This practice is considered an economical one because it uses material
available on the site and can usually be constructed with equipment needed
for site grading. The useful life of the practice can be extended by
stabilizing the dike with vegetation.
As specified herein, this practice is intended to be temporary. However,
with more stringent design criteria, it can be made permanent in accord-
ance with DIVERSIONS (Std. & Spec. 1.18).
Design Criteria
No formal design is required. The following criteria shall be met:
Drainage Area
The maximum allowable drainage area is 5 acres.
Height
The minimum allowable height measured from the upslope side of the dike
is 18 inches. (See Plate 1.`7a).
Side Slopes
1.:1 or flay`Ar. (Minimum base width of 4.5 feet) (See Plate 1.15a).
Grade
The channel behind the dike shall have a positive grade to a stabilized
outlet. If the channel slope is less than or equal to 2%, no stabiliza-
tion is required. If the slope is greater than 2%, the channel shall
be stabilized in accordance with Std. & Spec. 1.35 (STORMWATER CONVEYANCE
CHANNEL).
1980 1.15
Source: Va SWCC
Plate 1.15a
Outlet
1. The diverted runoff, if free of sediment, must be released through
a stabilized outlet or channel.
2. Sediment -laden runoff must be diverted and released through a sedi-
ment trapping facility.
Construction Specifications
1. Whenever feasible, the dike should be built before construction begins
on the project.
2. The dike should be adequately compacted to prevent failure.
3. Temporary or permanent seeding and mulch shall be applied to the
dike within 15 days of construction.
4. The dike should be located to minimize damages by construction opera-
tions and traffic.
1980
1.15
The measure shall be inspected after every storm and repairs made to
the dike, flow channel and outlet, as necessary. Approximately once
every week, whether a storm has occurred or not, the measure shall be
inspected and repairs made if needed. Damages caused by construction
traffic or other activity must be repaired before the end of each working
day.
III-42
1980 1.25
STD & SPEC 1.25
TEMPORARY SEDIMENT TRAP
ST
A small temporary ponding area, formed by constructing an earthen embank-
ment with a gravel outlet, across a drainage swale.
Purpose
To detain sediment -laden runoff from small disturbed areas long enough
to allow the majority of the sediment to settle out.
Conditions Where Practice Applies
1. Below drainage areas of 5 acres or less.
2. Where the sediment trap will be used no longer than 18 months. (The
maximum useful life is 18 months).
3. The sediment trap may be constructed either independently or in con-
junction with a TEMPORARY DIVERSION DIKE (Std. & Spec. 1.15).
III-55
1980 1.25
Planning Considerations
This practice replaces and expands what has previously been known as
a Temporary Gravel Outlet Structure. it differs from the Temporary Gravel
Outlet in that the sediment storage volume behind the embankment and
outlet must be calculated and designed. Excavation may be required to
attain the necessary storage volume.
Sediment traps should be used only for small drainage areas. If the
contributing drainge area is greater than 5 acres, refer to SEDIMENT ,
BASINS (Std. & Spec. 1.26).
Sediment must be periodically removed from the trap. Plans should detail
how this sediment is to be disposed of, such as by use in fill areas
on site or removal to an approved off -site dump.
Sediment traps, along with other perimeter controls, shall be installed
before any land disturbance takes place in the drainage area.
Design Criteria
Trap Capacity
The sediment trap must have an initial storage volume of 67 cubic yards
per acre of drainage area, measured from the low point of the ground
to the crest of the gravel outlet. Sediment should be removed from the
basin when the volume is reduced by one-half.
For a natural basin, the volume may be approximated as follows:
V= 0.4 x A x D
where,
V = the storage volume in ft.3
A = the surface area of the flooded2area at
the crest of the outlet, in ft.
D = the maximum depth, measured from the low
point in the trap to the crest of the outlet,
in ft.
Excavation I
If excavation is necessary to attain the required storage volume, side
slopes should be no steeper than 2:1.
r�
� A
� I
� I
� I
I I
L-1
I I
11
fl
IJ
a
i
o
Outlet
1.25
The outlet for the sediment trap shall consist of a crushed stone section
of the embankment located at the low point in the basin. The minimum
length of the outlet shall be 6 feet times the acreage of the drainage
area. The crest of the outlet must be at least 1.0 foot below the top
of the embankment, to insure that the flow will travel over the stone
and not the embankment. The outlet shall be constructed of VDH&T No.l
size crushed stone.
Embankment Cross -Section
The maximum height of the sediment trap embankment shall be 5 feet as
measured from the low point. Minimum top widths (W) and outlet heights
(H ) for various embankment heights (H) are shown in Table 1.25a. Side
slgpes of the embankment shall be 2:1 or flatter.
Table 1.25a
MINIMUM TOP WIDTH (W) REQUIRED FOR SEDIMENT TRAP EMBANKMENTS
ACCORDING TO HEIGHT OF EMBANKMENT (feet)
1.0-- W —
Source: Va SWCC
Removal
H
Ho
W
-
2.
-7.T
1.
-7.1
2.
2.5
1.5
2.5
Ho H
3.0
3..
4.00
2.0
33.00
2.5
3.0
3.0
4.5
3.5
4.0
5.0
4.0
4.5
Sediment traps must be removed after the contributing drainage area is
stabilized. Plans should show how the site of the sediment trap is to
be graded and stabilized after removal.
Construction Specifications
1. The area under the embankment shall be cleared, grubbed, and stripped
of any vegetation and root mat. To facilitate cleanout, the pool
area should be cleared.
2. Fill material for the embankment shall be free of roots or other
woody vegetation, organic material, large stones, and other objection-
able material. The embankment should be compacted in 8-inch layers
by traversing with construction equipment.
fJ
III-57
1980 1.25 1
VDH&T No. 1
Coarse Aggregate
TEMPORARY SEDIMENT TRAP
f *4. 0 4-1
1.0'
67 cu. yd./acre
y ? 5.0' Maximum
Cross -Section
Length (in feet) _
6 x Drainage Area (in ac.)j
Sediment Trap Outlet
Source: Va SWCC Plate 1.25a
3. The earthen embankment shall be seeded with temporary or permanent
vegetation (see Std. & Spec. 1.65 and 1.66) within 15 days of con-
struction.
4. Construction operations shall be carried out in such a manner that
erosion and water pollution are minimized.
5. The structure shall be removed and the area stabilized when the up -
slope drainage area has been stabilized.
6. All cut and fill slopes shall be 2:1 or flatter.
Maintenance
1. Sediment shall be removed and the trap restored to its original dimen-
sions when the sediment has accumulated to 1/2 the design volume
of the trap. Sediment removed from the basin shall be deposited
in a suitable area and in such a manner that it will not erode.
2. The structure should be checked regularly to insure that it is struc-
turally sound and has not been damaged by erosion or construction
equipment. The height of the outlet should be checked to insure
that its center is at least one foot below the top of the embankment.
C
J
11
Lj
11
D,
III-58
11
1980 i•26
STD & SPEC 1.26
TEMPORARY SEDIMENT BASIN
,S B
A temporary basin with a controlled stormwater release structure, formed
by constructing an embankment of compacted soil across a drainageway.
Purpose
To detain sediment -laden runoff from disturbed areas long enough for
the majority of the sediment to settle out.
Conditions Where Practice Applies
Below disturbed areas greater than 5 acres. There must be sufficient
space and appropriate topography for the construction of a temporary
impoundment. These structures are limited to a useful life of 18 months
unless they are designed as permanent ponds by a qualified professional
engineer.
III-59
11
..,
Planning Considerations
Effectiveness
1.26 1
Sediment basins are at best only 70-80% effective in trapping sediment
which flows into them. Therefore, they should be used in conjunction
with erosion control practices such as temporary seeding, mulching, diver-
sion dikes, etc. to reduce the amount of sediment flowing into the basin.
Location
To improve the effectiveness of the basin, it should be located so as
to intercept the largest possible amount of runoff from the disturbed
area. The best locations are generally low areas and natural drainage -
ways below disturbed areas. Drainage into the basin can be improved
by the use of diversion dikes and ditches. The basin must not be located
in a live stream but should be located to trap sediment -laden runoff
before it enters the stream. The basin should not be located where its
failure would result in the loss of life or interruption of the use or
service of public utilities or roads.
Multiple Use
Sediment basins may be designed as permanent structures to remain in
,
place after construction is completed. General Criteria GC-7 may make
the use of these structures desirable for stormwater detention purposes.
Wherever these structures are to become permanent, or if they exceed
the size limitations of the design criteria, they must be designed as
permanent ponds by a qualified professional engineer. Permanent ponds
are beyond the scope of these standards and specifications.
Design Criteria
Maximum Drainage Area
Unless the structure is designed as a permanent pond by a qualified pro-
fessional engineer, the maximum allowable drainage area into the basin
shall be 150 acres.
Basin Capacity
i
The design capacity cF the oasin must be at least 67 cubic yards per
acre of drainage area., measured from, the bottom of the basin to the crest
of the �-incipal spillway riser �:e Sediment should e removed from
the basin when the volume of the b..:,in has been reduced to 27 cubic yards
per acre ,` drainage area. In no case shall e sediment c eanout ev-
be higher 'ian one foot below the top of the riser. The elevation of
the sedir. - cleanout level should � calculated and clearly marked on
the riser See Plate 1.26a)
,
L
1
I
go
MINIMUM STORAGE VOLUME AND SEDIMENT STORAGE
Minimum Storage
Volume 67 yd3/acre
Dewatering
Outlet
Sediment _
Storage and
Permanent Pool: Clean Out
When Storage Volume is Reduced
to 27 vd3/acre
Source: VaSWCC
Basin Shape
1.26
Plate 1.26a
To improve sediment trapping efficiency of the basin, the effective flow
length must be twice the effective flow width. This basin shape may
be attained by properly selecting the site of the basin, by excavation,
or by the use of baffles. See Appendix 1.26A for design details.
Embankment Cross -Section
The embankment must have a minimum top width of 8 feet. The side slopes
must be 2:1 or flatter. The embankment may have a maximum height of
10 feet if the side slopes are 2:1. If the side slopes are 2 1/2:1 or
flatter, the embankment may have a maximum height of 15 feet.
Spillway Design
The outlets for the basin may consist of a combination of principal and
emergency spillways or a principal spillway alone. In either case, the
outlet(s) must pass the peak runoff expected from the drainage area for
a 10-year storm without damage to the embankment of the basin. Runoff
computations shall be based upon the soil cover conditions which are
expected to prevail during the life of the basin. Refer to Chapter 5
of the 1980 Virginia Erosion and Sediment Control Handbook for calculation
of the peak rate of runoff.
The spillways designed by the procedures contained in this Std. & Spec.
will not necessarily result in any reduction in the peak rate of runoff.
If a reduction in peak runoff is desired, the appropriate hydrographs
should be generated to choose the basin and outlet sizes.
To increase the efficiency of the basin, the spillway(s) must be designed
to maintain a permanent pool of water between storm events.
1980 1.26
Principal Spillway
The principal spillway shall consist of a solid (non -perforated), vertical
pipe or box of corrugated metal or reinforced concrete joined by a water-
tight connection to a horizontal pipe (barrel) extending through the
embankment and outletting beyond the downstream toe of the fill. If
the principal spillway is used in conjunction with an emergency spillway,
the principal spillway shall have a minimum capacity of 0.2 cfs per acre
of drainage area when the water surface is at the crest of the emergency
spillway. If no emergency spillway is used, the principal spillway must
be designed to pass the entire peak flow expected from a 10-year storm.
See Appendix 1.26A for design details.
Design Elevations - If the principal spillway is used in conjunction
with an emergency spillway, the crest of the principal spillway shall
be a minimum of 1.0 foot below the crest of the emergency spillway.
If no emergency spillway is used, the crest of the principal spillway
shall be a minimum of 3 feet below the top of the embankment. (See Plate
1.26b. In either case, a minimum freeboard of 1'.0 foot shall be provided
between the design high water and the top of the embankment.
Anti -vortex device and trash rack - An anti -vortex device and trash rack
shall be attached to the top of the principal spillway to improve the
flow of water into the spillway and prevent floating debris from being
carried out of the basin. The anti -vortex device shall be of the concen-
tric type as shown in Plate 1.26j. See Appendix 1.26A for design proce-
dures for the anti -vortex device and trash rack.
Dewatering - As a minimum, provisions shall be made to dewater the basin
down to the sediment cleanout elevation. This can be accomplished by
providing a hole at the maximum sediment retention elevation (See Plate
1.26o). The dewatering hole shall be no larger than 4 inches in diameter.
Other means of automatic dewatering are detailed in Appendix 1.26A.
It is also advantageous (but not required) to provide for dewatering
of trapped sediment before cleanout. Basin underdrains are generally
installed for this purpose. Appendix 1.26A contains details for the
design of an underdrain system.
Base - The base of the principal spillway must be firmly anchored to
prevent its floating. If the riser of the spillway is greater than 10
feet in height, computations must be made to determine the anchoring
requirements. As a minimum, a factor of safety of 1.25 shall be used
(downward forces = 1.25 x upward forces).
For risers 10 feet or less in height, the anchoring may be done in one
of the two following ways:
1. A concrete base
diameter shall
the concrete.
details.
18 inches thick
be used and the
See Plate 1.26c
III-62
and twice the width of riser
riser embedded 6 inches into
and Appendix 1.26A for design
1980 1.26
SEDIMENT BASIN SCHEMATIC ELEVATIONS
Crest of
Emergency
Spillway
Design High Water
Min. 1.0'
Min. 1.0' Riser Crest
2Dewatering Outlet
Sediment
C1 eanout
Permanent Pool
Design Elevations With Emergency Spillway
Design High Water Min. 1.0'Min. 1.0'
Min. 3.0'
Min. 1.0'
Riser Crest
Sediment
Dewatering Outlet
Cleanout
Permanent Pool
Design Elevations Without Emergency Spillway
l
Snurre- Va SWCC
Plate 1.26b
III-63
1980 1.26
2. A square steel plate, a minimum of 1/4 inch thick and having
a width equal to twice the diameter of the riser, shall be welded
to the base of the riser. The plate shall then be covered with
2.5 feet of stone, gravel, or compacted soil to prevent floata-
tion. See Plate 1.26c and Appendix 1.26A for design details.
Source: va 5wcc Plate 1.26c
Barrel - The barrel of the principal spillway, which extends through
the embankment, shall be designed to carry the flow provided by the riser
of the principal spillway with the water level at the crest of the emer-
gency spillway. The connection between the riser and the barrel must
be watertight. The outlet of the barrel must be protected to prevent
erosion or scour of downstream areas. See Appendix 1.26A for design
details.
Anti -seep collars - Anti -seep collars shall be used on the barrel of
the principal spillway within the normal saturation zone of the embank-
ment to increase the seepage length by at least 10%, if either of the
following two conditions is met:
1. The settled height of the embankment exceeds 10 feet.
2. The embankment has a low silt -clay content (Unified Soil Classes
SM or GM) and the barrel is greater than 10 inches in diameter.
The anti -seep collars shall be installed within the saturated zone.
The maximum spacing between collars shall be 14 times the projection
of the collar above the barrel. Collars shall not be closer than 2 feet
to a pipe joint. Collars should be placed sufficiently far apart to
allow space for hauling and compacting equipment. Connections between
the collars and the barrel shall be watertight. See Plate 1.26d and
Appendix 1.26A for design procedure and details.
III-64
1.26
EmerQencv Spillwa
The emergency spillway shall consist of an open channel constructed adja-
cent to the embankment over undisturbed material (not fill). The spill-
way shall have a control section at least 20 feet in length. The control
section is a level portion of the spillway channel at the highest eleva-
tion in -the channel. See Appendix 1.26A and Plate 1.26e.
EMERGENCY SPILLWAY
Source: Va SWCC riaze i.coe
Capacity - The emergency spillway shall be designed to carry the peak
rate of runoff expected from a 10-year storm, less any reduction due
to the flow through the principal spillway. See Appendix 1.26A for de-
sign details.
Design elevations - The design high water through the emergency spillway
shall be at least 1.0 foot below the top of the embankment. The crest
of the emergency spillway channel shall be at least 1.0 foot above the
crest of the principal spillway.
III-65
1980
1.26
Location - The emergency spillway channel shall be located so that it
will not be constructed over fill material. The channel shall be located
so as to avoid sharp turns or bends. The channel shall return the flow
of water to a defined channel downstream from the embankment.
Maximum velocities - The maximum allowable velocity in the emergency
spillway channel will depend upon the type of lining used. For vegetated
linings, allowable velocities are listed in Table 1.35a (STORMWATER CON-
VEYANCE CHANNEL, Std. & Spec. 1.33). For non -erodible linings, such
as concrete or asphait paving and riprap, design velocities may be in-
creased. However, the emergency spillway channel shall return the flow
to the natural channel at a non -eroding velocity. See Appendix 1.26A
for design details.
Stabilization of the Embankment and Basin
The embankment of the sediment basin shall be temporarily seeded within
15 days after its completion (see TEMPORARY SEEDING, Std. & Spec. 1.65).
If excavation is required in the basin, side slopes should not be steeper
than 2:1.
Disposal
Cleanout - Sediment shall be removed from the basin when the capacity
is reduced to 27 cubic yards per acre of drainage area. Plans for the
sediment basin shall indicate the methods for disposing of sediment re-
moved from the basin. Possible alternatives are the use of the material
in fill areas on -site or removal to an approved off -site dump.
Final removal - Sediment basin plans shall indicate the final disposition
of the sediment basin after the upstream drainage area is stabilized.
The plans shall indicate methods for the removal of excess water lying
over the sediment, stabilization of the basin site, and the disposal
of any excess material.
Safety
Sediment basins are attractive to children and can be very dangerous.
Therefore, they should be fenced or otherwise made inaccessible to persons
or animals unless this is deemed unnecessary by the Plan Approving Author-
ity due to the remoteness of the site or other circumstances. Strategically
placed signs around the impoundment reading "DANGER -QUICKSAND" should
also be installed. In any case, local ordinances and regulations regard-
ing health and safety must be adhered to.
Construction Specifications
Site Preparation
Areas under the embankment and any structural works shall be cleared,
grubbed, and stripped of topsoil to remove trees, vegetation, roots,
or other objectionable material. In order to facilitate cleanout and
III-66
1980 1.26
restoration, the pool area (measured at the top of the principal spillway)
will be cleared of all brush and trees.
Cutoff Trench
For earth fill embankments, a cutoff trench shall be excavated along
the centerline of the dam. The minimum depth shall be 2 feet. The cut-
off trench shall extend up both abutments to the riser crest elevation.
The minimum bottom width shall be 4 feet, but wide enough to permit oper-
ation of compaction equipment. The side slopes shall be no steeper than
1:1.
Compaction requirements shall be the same as those for the embankment.
The trench shall be drained during the backfilling-compacting operations.
Embankment
The fill material shall be taken from approved borrow areas. It shall
be clean mineral soil, free of roots, woody vegetation, oversized stones,
rocks, or other objectionable material. Areas on which fill is to be
placed shall be scarified prior to placement of fill. The fill material
should contain sufficient moisture so that it can be formed by hand into
a ball without crumbling. If water can be squeezed out of the ball,
it is too wet for proper compaction. Fill material will be placed in
6-to-8-inch continuous layers over the entire length of the fill. Com-
paction shall be obtained by routing the hauling equipment over the fill
so that the entire surface of the fill is traversed by at least one wheel
or tread track of the equipment, or by using a compactor. The embankment
shall be constructed to an elevation 10% higher than the design height
to allow for settlement if compaction is obtained with hauling equipment.
If compactors are used for compaction, the overbuild may be reduced to
not less than 5%.
Principal Spillway
The riser of the principal spillway shall be securely attached to the
barrel by a watertight connection. The barrel and riser shall be placed
on a firm compacted soil foundation. The base of the riser shall be
firmly anchored according to design criteria to prevent its floating.
Pervious materials such as sand, gravel or crushed stone shall not be
used as backfill around the barrel or anti -seep collars. Fill material
shall be placed around the pipe in 4-inch layers and compacted by hand
at least to the same density as the embankment. A minimum of two feet
of fill shall be hand -compacted over the barrel before crossing it with
construction equipment.
Emergency Spillway
The emergency spillway should not be constructed over fill material.
Design elevations, widths, entrance and exit channel slopes are critical
to the successful operation of the spillway and should be adhered to
closely during construction.
1980
1.26
Vegetative Stabilization
The embankment and emergency spillway of the sediment basin shall be
stabilized with temporary vegetation within 15 days of completion of
the basin (see TEMPORARY SEEDING, Std. & Spec. 1.65).
Erosion and Sediment Control
The construction of the sediment basin shall be carried out in a manner
such that it does not result in any undue sediment problems downstream.
Safety I
All state and local requirements shall be met concerning fencing and
signs warning the public of the hazards of soft sediment and flood waters.
Maintenance
'
The embankment of the basin
should be checked regularly to insure
that
it is structurally sound and
has not been damaged by erosion or construc-
tion equipment.
The emergency spillway should
be checked regularly to insure that
its
lining is well established and
erosion -resistant.
The basin should be checked
after each runoff -producing rainfall
for
sediment cleanout. When the
sediment reaches the cleanout level,
it
,
shall be removed and properly disposed of.
I �
I �
I �
I
I �
I �
III-68
1980 1.30
STD & SPEC 1.30
TEMPORARY SLOPE DRAIN
Tso TSD
Definition
A flexible tubing or conduit extending from the top to the bottom of
a cut or fill slope.
Purpose
To temporarily conduct concentrated stormwater runoff safely down the
face of a cut or fill slope without causing erosion problems on or below
the slope.
Conditions Where Practice Applies
On cut or fill slopes before permanent stormwater drainage structures
are installed.
c- Y► - r
JAL
III-89
1.30
Planning Considerations
There is often a significant lag between the time a cut or fill slope
is completed and the time a permanent drainage system can be installed.
During this period, the slope is usually not stabilized and is particu-
larly vulnerable to erosion. This situation also occurs on slope con-
struction which is temporarily delayed before final grade is reached.
Temporary slope drains can provide valuable protection of exposed slopes
until permanent drainage structures can be installed.
When used in conjunction with diversion dikes, temporary slope drains
can be used to convey stormwater from the entire drainage area above
a -slope to the base of the slope without erosion. It is very important
that these temporary structures be installed properly since their failure
will often result in severe gully erosion. The entrance section must
be securely entrenched, all connections must be watertight, and the con-
duit must be staked securely.
Design Criteria
Drainage Area
The maximum allowable drainage area per drain is 5 acres.
Flexible Conduit
1. The slope drain shall consist of heavy duty flexible material designed
for this purpose. The diameter of the slope drain shall be equal
over its entire length. Reinforced hold-down grommets shall be spaced
at 10-foot (or less) intervals.
2. Slope drains shall be sized according to the following table:
Table 1.30a
SIZE OF SLOPE DRAIN
Maximum Drainage
Area (Acres)
0.5
1.5
2.5
3.5
5.0
Source: Va. SWCC
Entrance Sections
Pipe Diameter, D (in.)
12
18
21
24
30
The entrance to the slope drain shall consist of a Standard VDH&T "Flared
End -Section for Metal Pipe Culverts" (see Road Designs and Standards, (76)).
III-90
1980 1.30
Earthen Dike
Corrugated Metal (Compacted)
Extension Collar
/-
A
Waterproof Seal �.��.-..;:.;...;::... _
....................
/ [\' 24 :1 D+6"
1=5
Provide Outlet
Protection --� I,!` -
-��!T='_1_ Standard Flared
End Section
I I = III IIIi�=� _illl�_I;III
Section
Earthen Dike
(Compacted) 3:1
D 6
18
�IIII�=-- i:_ , I
Section A -A
TEMPORARY SLOPE DRAIN
Source: Va SWCC
Plate 1.30 a
11
1980 1.30
Extension collars shall consist of 12-inch long corrugated metal pipe.
Watertight fittings shall be provided. (Plate 1.30b).
Dike Design '
1. An earthen dike shall be used to direct stormwater runoff into the
temporary slope drain and shall be constructed according to the prac-
tice entitled DIVERSION ( Std. &. Spec. 1.18). (Plate 1.30a).
2. The height of the dike at the centerline of the inlet shall be equal '
to the diameter of the pice (D) plus 6 inches. ;there the dike height
is greater than 18 inches at 'Che inlet, it shall be sloped at the
rate of 3:1 or flatter to c.,nnect with the remainder of the dike. '
(Plate 1.30a).
Outlet Protection
The
outlet of the slope drain shall be protected from erosion according
to
the practice entitled OUTLET PROTECTION ( Std. & Spec. 1.36).
,
Construction Specifications
,
1.
The measure shall be placed on undisturbed soil or well -compacted
fill.
2.
The entrance section shall slope toward the slope drain at the mini-
i
mum rate of 1/2-inch per foot.
3.
The soil around and under the entrance section shall be hand -tamped
in 8-inch lifts to the top of the dike to prevent piping failure
around the inlet.
4.
The slope drain shall be securely staked to the slope at the grommets
provided.
5.
The slope drain sections shall be securely fastened together and
,
have watertight fittings.
Maintenance
The slope drain >::ructure shall be inspected weekly and after every storm '
and repairs made if necessary. The contractor should avoid the placement
of any material on and prevent construction traffic across the slope
drain. ,
B'a —Connector Section
B \
LLS
�, Reinforced
�� Edge
Section
I
20 ° Approx.
W �4
Plan
Where Flared End -Sections are
to be uses with bituminous
coated and paved metal pipe,
they are to be galvanized only.
T
H
1
Toe Plate
Elevation
FLARED END -SECTION
1.30
Source: VDH&T Road Designs and Standards Plate 1. Ju D
III-93
I qR0
1.30
Alternate Connection
r77---___%—
Dia
Tlye0 dad
Roo
I
-e -)cne(I 3/8" golv bolts
t4liare '--eclea, to t' Qu, _n notes !n skirt lip
to re fuinibhed Length of toe plate is W 0 " for !2" to 30" die. pipe cinct 'N t 22
for 36" to 60" dia. pipe.
Skirt Section for 12" to 30" die pipe to be made in one piece.
Skirt Section for 36"to 54" die pipe may oe made from two sheets joined by rivet
ing or boiling on center line,60"may be constructed in 3 pieces.
Connector Section, Corner Plate and Toe Plate to be some sheet thicknesses skirt.
End-Secl;3ns and fittings are to be galvanized steel or aluminum alloy for use with
like pipe.
I — I
N t:.-', b
I " Tol. I
MaX
I.-Tol.
Tol
i2"
064"
6"
6"
6"
2 1 "
15
064"
7"
8"
6"
2 6"
3 0"
24'.
18"
064"
8"
10"
1 6
31
24'.
064"
10"
13 "
6
41
4811
24"
30"
.079"
12"
16"
8"
5 1"
60"
24"
36"
9 "
14"
19'.
9 .0
60"
7 2"
3 6"
4 2"
.07
.109"
16
22
11
69
64"
36"
48"
109"
1 B"
27"
. 12"
7 82 90"
24"
54'1
_11 09" 1 18 .1
[0" A 1 18"
30"
12"
8 4" 1 102
.36"
'
60
3 'T'
1 12"
87" 1 114"
36"
FLARED END -SECTION
(Continued)
Source:. VDH&T Road Designs and Standards
Toe
Plate
Plate 1.30c
111-94
1980 1.65
STD & SPEC 1.65
TEMPORARY SEEDING
Def ini tion
The establishment of a temporary vegetative cover on disturbed areas
by seeding with appropriate rapidly growing annual plants.
Purposes
1. To reduce erosion and sedimentation by stabilizing disturbed areas
that will not be brought to final grade for a year or less.
2. To reduce problems associated with mud and dust production from bare
soil surfaces during construction.
Conditions Where Practice Applies
Where exposed soil surfaces are not to be fine -graded for periods from
30 days to one year. Such areas include denuded areas, soil stockpiles,
dikes, dams, sides of sediment basins, temporary roadbanks, etc. (See
GENERAL CRITERIA GC-1).
1980 1.65
Planning Considerations
Sheet erosion, caused by the impact of rain on bare soil, is the source '
of most fine particles in sediment. To reduce this sediment load in
runoff, the soil surface itself should be protected. The most efficient
and economical means of controlling sheet and rill erosion is to establish
vegetative cover. Annual plants which sprout rapidly and survive for '
only one growing season are suitable for establishing temporary vegeta-
tive cover.
Temporary seeding may prevent costly maintenance operations on other ,
erosion control systems. For example, sediment basin clean -outs will
be reduced if the drainage area of the basin is seeded where grading '
and construction are not taking place. Perimeter dikes will be more
effective if not choked with sediment.
Temporary seeding is essential to preserve the integrity of earthen struc-
tures used to control sediment, such as dikes, diversions, and the banks
and dams of sediment basins.
Proper seedbed preparation and the use of quality seed are important '
in this practice just as in permanent seeding. Failure to carefully
follow sound agronomic recommendations will often result in an inadequate
stand of vegetation that provides little or no erosion control. '
Specifications
Prior to seeding, install necessary erosion control practices such as
dikes, waterways, and basins. '
Plant Selection
Select plants appropriate to the season and site conditions from Table
1.65a.
Seedbed Preparation
To control erosion on bare soil surfaces, plants must be able to germi-
nate and grow. Seedbed preparation is essential.
1. Liming: Where soils are known to be highly acid (pH 5.5 and lower),
1me should be applied at the rate of two tons of pulverized agricul-
tural limestone per acre.
2. Fertilizer: Shall be applied as 450 lbs./acre of 10-20-20 (10 lbs./1,000
sq. t.) or equivalent. Lime and fertilizer shall be incorporated
into the top 2 to 4 inches of the soil.
3. Surface Roughening: If the as bee. ecently loosened or dis-
turbed, no further roughening equired.
When the area is compacted, crusted, or hardened, the soil surface
shall be loosened by discing, raking, harrowing, or other acceptable
means. (See SURFACE ROUGHENING, Std. & Spec. 1.60)
Tracking: Tracking with bulldozer cleats is most effective on sandy
soils. This practice often causes undue compaction of the soil sur-
face, especially in clayey soils, and does not aid plant growth as
effectively as other methods of surface roughening.
Seed shall be evenly applied with a cyclone seeder, drill, cultipacker
seeder or hydroseeder. Small grains shall be planted no more than one
inch deep. Grasses and legumes shall be planted no more than 1/4 inch
deep. _
Seedings made in fall for winter cover shall be mulched according
to MULCHING, Std. & Spec. 1.75, except that hydromulches (wood fiber)
will not be considered adequate.
At other times of the year, seedings made on slopes in excess of
4:1, or on adverse soil conditions, or during excessively hot or
dry weather, shall be mulched according to MULCHING, Std. & Spec.
1.75.
Seedings made during optimum spring and summer seeding dates, with
favorable soil and site conditions, will not require mulch.
Areas which fail to establish vegetative cover adequate to prevent rill
erosion will be re -seeded as soon as such areas are identified.
Table 1.65a
TEMPORARY SEEDING PLANT MATERIALS, SEEDING RATES AND DATES
SPECIES
SEEDING
RATE
NORTHa
PLANT CHARACTERISTICS
Acre
1000 ft2
3-1
5-1
8-15
-
-
OATS
(Avena sativa)
3bu.
(100 lbs
3 bu.
170 lbs)
2 lbs.
3 lbs.
x
x
-
-
x
--
Use spring oats.
Use for fall seedings, winter, cover. Toler-
ates cold and drought.
RYE
(Secale cereale)
GERMAN MILLET
60 lbs.
12 lb.
-
x
-
--x
—=
Warm season annual. Dies at first frost.
(Setaria italica)
ANNUAL RYEGRASS
(Lolium multi-
60 lbs.
121b.
x
-
x
Do not use where volunteers would be a
problem later.
floruml—
WEEPING LOVEGRASS
(Era rostis
3 lbs.
1 oz.
-
x
-
x
--
Short lived perennial; 2-3 years. Tolerates
hot, dry slopes and acid, infertile soils.
curvula
KOREAN LESPEDEZ.Ac
20 lbs.
2 lb.
x
x
--x-
Warm season annual legume. Tolerates acid
(Lespedeza
soil.
sti.pulacea)
il
CRIMSON CLOVER d15
(Trifolium
lbs.
6 oz.
-
-
-
_
Cool season annual legume; begins growth in
fall and dies in late spring.
in ac rnatum)
a. Northern Piedmont and Mountain Region. See Plate 1.66a and 1.66b.
b. Southern Piedmont and Coastal Plain.
c. May be used as half the seeding rate of any spring seeding, with a grass or grain.
d. May be used as W.F the seeding rate of any fall seeding, with a grass or grain.
x May be planted between these dates.
- May ndt be planted between these dates.
DIVISION 2
SECTION 02511 - ASPHALT CONCRETE PAVING
...�................................_.................................................................................................................................I.........................
PART 1 - GENERAL
................................................................................
A. CONDITIONS:
1. Drawings and general provision of Contract, including General and
Supplementary Conditions and Division 1 specification sections, apply to
work of this section.
DESCRIPTION OF WORK:
1. The work to be performed under this section of the specifications
comprises the furnishing of all labor and materials and the completion of
all work of this section as shown on the drawings and/or herein specified.
2. In general, the work included under this section consists of, but is not
limited to, the following:
a. Asphalt paving - entrance road, parking areas, and extension of
Sherando Park road
b. Pavement markings in existing swimming pool parking lot and new
soccer parking/driver's education range, both located in Sherando
Park
RELATED WORK:
In general, the following related work is included in other sections of
the specifications:
a. Site clearing - Section 02110
b. Grading - Section 02200
c. Drainage - Section 02720 and Section 02200
d. Portland cement concrete - Section 02520
JOB CONDITIONS:
1. Weather Limitations: Apply prime and tack coats when ambient temperature
is above 50 degrees F (10 degrees C), and when temperature has not been
below 35 degrees F (1 degree C) for 12 hours immediately prior to
application. Do not apply when base is wet or contains an excess of
moisture.
SITE, ,.WORK
DIVISION 2 '
a. Construct asphalt concrete surface course when atmospheric
temperature is above 40 degrees F (4 degrees C), and when base is
dry. Base course may be placed when air temperature is above 30
degrees F (-1 degree C) and rising.
2. Grade Control: Establish and maintain required lines and elevations.
E . SUBMITTALS:
1. Material Certificates: Provide copies of materials certificates signed by
material producer and Contractor, certifying that each material item
complies with, or exceeds, specified requirements.
F. QUALITY ASSURANCE:
1. Virginia Department of Highways and Transportation (VDOT) Standards and
Specifications, latest edition.
PART 2 - PRODUCTS
A. MATERIALS:
1. General: All materials shall be in accordance with the applicable
provisions of VDOT Specifications, latest edition, referred to hereinafter
by section.
2. Pavement:
a. Subgrade and shoulders shall conform to Section 305.
b. Aggregate base course shall conform to Section 209, Type I, Size No.
21A.
C. Prime coat shall conform to Section 314.
d. Seal coat shall conform to Section 315.
e. Surface treatment shall conform to Section 316.
3. Pavement marking material shall be white or blue, as indicated, traffic
marking type manufactured for this purpose.
PART 3 - EXECUTION
A. SUBGRADE PREPARATION:
1. At the completion of excavation and grading work, the subgrade area to
receive paving shall be scarified to a depth of 6 inches for a minimum
distance of 2 feet beyond the edges of pavement on both sides. Spongy
soil, rock, or other unsuitable material shall be removed and replaced
with approved material. The subgrade shall be compacted at optimum
9027 02511-2
1
SITE,,,,WORK DIVISION 2
moisture to not less than 95% of maximum density as specified in section
"Earthwork." The subgrade shall then be shaped to the section indicated
and checked with a straightedge and shall not vary more than 1/10 of a
foot from the indicated grades or elevations. Subgrade shall be in
accordance with V.D.O.T. Section 305.
B. BASE COURSE:
1. Aggregate base course shall be mixed and placed to a depth as indicated on
the drawings in accordance with VDOT Section 309.02, 309.03, 309.04, and
309.06 Coordinate with work of Section 02200 - Earthwork, in the
compaction of base course.
C. SURFACE PREPARATION:
1.
Remove loose material from compacted base surface immediately before
applying herbicide treatment or prime coat.
2.
Proofroll prepared base surface to check for unstable areas and areas
requiring additional compaction.
3.
Notify Contractor of unsatisfactory conditions. Do not begin paving work
until deficient base areas have been corrected and are ready to receive
paving.
4.
Sawcut edges of existing pavement or concrete where new paving is to meet
existing.
D. PRIME AND TACK COATS:
1.
Prime Coat: Apply at rate of 0.20 to 0.50 gal. per sq. yd., over
compacted base course. Apply material to penetrate and seal, but not
flood surface. Dire and dry as long as necessary to attain penetration
and evaporation of volatile. Prime coat shall be in conformance with
Section 314.
2.
Allow to dry until. at proper condition to receive paving.
3.
Exercise care in applying bituminous materials to avoid smearing of
adjoining concrete surfaces. Remove and clean damaged surfaces.
E. SEAL COAT:
1.
General: Seal coating shall not begin until the surface is thoroughly
compacted, cleaned of all dust, mud and foreign matter and the section to
be sealed has been accepted. Seal coating shall be in conformance with
Section 315.
1 9027 02511-3
i I
S ITE_,,,.WORK
F. PARKING STRIPES AND DRIVER'S EDUCATION RANGE MARKINGS:
DIVISION 2 11
1. Cleaning: Sweep and clean surface to eliminate loose material and dust.
2. Striping: Use white for parking spaces and blue for driver's education
range chlorinated -rubber base traffic lane- marking paint, factory -mixed,
quick -drying, and non -bleeding.
a. Do not apply paint until layout and placement has been verified with
Architect/Engineer.
b. Apply paint with mechanical equipment to produce 4" wide strips with
uniform straight edges or as indicated. Apply in 2 coats at
manufacturer's recommended rates.
G. FIELD QUALITY CONTROL:
1. General: Test in -place primed and sealed surface for compliance with
requirements for thickness and surface smoothness. Repair or remove and
replace unacceptable paving as directed by Architect/Engineer.
2. Thickness: In -place compacted thickness will not be acceptable if
exceeding following allowable variation from required thickness:
a. Base Course: 1/2", plus or minus
3. Surface Smoothness: Test finished surface of each primed and sealed
surface for smoothness, using 10' straightedge applied parallel with, and
at right angles to centerline of paved area. Surfaces will not be
acceptable if exceeding the following tolerances for smoothness. Check
surface areas at intervals as directed by Architect/Engineer.
a. Base Course Surface: 1/4".
b. Crowned Surfaces: Test with crowned template centered and at right
angle to crown. Maximum allowable variance from template, 1/4".
END,,,, OF„_,SEC'P,ION
9027 02511-4
SITE WORK DIVISION 2
.............................................
SECTION 02520 - PORTLAND CEMENT CONCRETE PAVING
...........................................................................................................................................................................................................................................
PART 1 - GENERAL
................................. ...........................I...................
A. CONDITIONS:
1. Drawings and general provision of Contract, including General and
Supplementary Conditions and Division 1 specification sections, apply to
work of this section.
B. DESCRIPTION OF WORK:
1. The work to he performed under this section of the specifi.catioils
comprises the furnishing of a1.1 labor and materials and the completion of
all. wort: of this section as shown on the drawings and/or herein specified.
2. In general, the work included under this section consists of, but is not
limited to, the foll-owing:
a. Concrete curbs and gutters
C . RELATED WOW:
1. In general., the following related work is included in other sections of
the specifications:
a. Site clearing - Section 02110
b. Grading - Section 02200
C. Site drainage - Sections 02200, 02720
d. Asphalt concrete paving - Section 02511
D. QUALITY ASSURANCE:
1. Virginia Department of Highways and Transportation (VDOT) Standards and
Specifications, latest edition.
2. The American Society for Testing and Materials (ASTM) standards listed.
E. JOB CONDITIONS:
1. Grade Control.: Establish and maintain required Ii.nes and e1eva:l-,ions.
2. Traffic Control: Maintain access for vehicular and pedestrian traffic as
required for other construction activities.
a. Coordinate with requirements for "Temporary Facilities" specified in
Division 1.
11, 9027 02520-1
SITE,,,. WORK
PART,,,,, 2 -PR.ODUCTS
A. MATERIALS:
1. Air -Entrained Concrete:
a. VDOT Class "AY, general.
DIVISION 2 1
b. Concrete curb and curb and gutter shall conform to VDOT Standards CG-
6 and CG-2, and VDOT Section 502.02.
2. Forms: Steel, wood, or other suitable material of size and strength to
resist movement during concrete placement and to retain horizontal and
vertical alignment until removal. Use straight forms, free of distortion
and defects.
a. Use flexible spring steel forms or laminated boards to form radius
bends as required.
b. Coat forms with a nonstaining form release agent that will not
discolor or deface surface of concrete.
3. Expansion Joint Materials: One-half inch expansion joints to be asphalt
impregnated material, designed for the purpose, per ASTM 1752.
4. Liquid -Membrane Forming and Sealing Curing Compound: Comply with ASTM C
309, Type I, Class A unless other type acceptable to Architect/Engineer.
Moisture loss no more than0.55 gr./sq. cm. when applied at 200 sq.
ft./gal.
5. Bonding Compound: Polyvinyl acetate or acrylic base, rewettable type.
6. Epoxy Adhesive: ASTM C 881, 2-component material suitable for use on dry
or damp surfaces. Provide material "Type", "Grade", and "Class" to suit
project requirements.
B. CONCRETE MIX, DESIGN, AND TESTING:
1. General: Comply with requirements of VDOT Section 219 for concrete mix
design, sampling and testing, and quality control and as herein specified.
2. Design mix to produce normal -weight concrete consisting of Portland
cement, aggregate, water -reducing or high -range water -reducing admixture
(superplasticizer), air -entraining admixture, and water to produce the
following properties:
a. Compressive Strength: 3000 psi, minimum at 28 days, unless otherwise
indicated.
I
9027 02520-2
� I
i I
� I
� I
SITE,,,,WORK
DIVISION 2
b. Slump Limits: 8 inches minimum for concrete containing high -range
water -reducing admixture (superplasticizer); 3 inches for other
concrete.
C. Air Content: 5 percent plus or minus 1 percent.
PART 3....... MQU'TION
IA. SURFACE PREPARATION:
11
n
1. Remove loose material from compacted subbase surface immediately before
placing concrete.
2. Proofr.oll. prepared subbase surface to check for unstable areas and. need
for additional compaction. Do not begin paving work until such conditions
have been corrected and are ready to receive paving.
B. FORM CONSTR.UCTTON:
I. Set forms to required grades and lines, braced and secured. Install forms
to allot, continuous progress of work and so that forms can remain in place
at least 24 hours after concrete placement.
2. Check completed formwork for grade and alignment to following tolerances:
a. Top of forms not more than 1/8-inch in 10 feet.
b. Vertical face
on longitudinal axis, not more than 1/4-inch in 10
feet.
3. Clean forms after
each use and coat with form release agent as required. to
ensure separation
from concrete without damage.
C . CONCRETE PLAME LENT:
1. General: Comply with requirements of VDOT Section 321 for mixing and
placing concrete,
and as herein specified.
2. Do not place concrete
until subbase and forms have been checked for line
and grade. Moisten subbase if required to provide a uniform dampened
condition at time
manholes or other
concrete is placed. Do not place concrete around
structures until they are at required finish elevation
and alignment.
3. Place concrete by methods that prevent segregation of mix. Consolidate
concrete along face of forms and adjacent to transverse joints with
internal vibrator.. Keep vibrator awa3- from joint assemblies,
reinforcement, or side forms. Use only square -faced shovels :for hand -
spreading and consolidation. Consolidate with care to prevent dislocation
of reinforcing, dowels, and joint devices.
9027 02520-3
D
SITE,,.WOPE
DIVISION 2 1
a. Use bonding agent at locations where fresh concrete is placed against
hardened or partially hardened. concrete surfaces.
b. Delx)s it. and spread concrete in a. continuous operation between
transverse joints as far as possible. If. interrupted for more than
1/2 hour, place a construction joint.
C. Do not operate equipment on concrete until. pavement has attained
sufficient strength to carry- loads without injury-.
4. Curbs and Gutters: Automatic machine may be used for curb and gutter
placement at Contractor's option. Machine placement must produce curbs
and gutters to required cross-section, lines, grades, finish, and jointing
as specified for formed concrete. If results are not acceptable, remove
and replace with formed concrete as specified.
JOINTS:
1. General: Construct expansion, weakened -plane (contraction), and
construction joints true to line with face perpendicular to surface of
concrete. Construct transverse joints at right angles to the centerline,
unless otherwise indicated. When joining existing structures, place
transverse joints to align with previously placed joints, unless otherwise
indicated. Joint spacing shall be in accordance with VDOt Section 502.03.
2. Contraction Joints: Provide contraction joints, sectioning concrete into
areas as shown on drawings. Construct joints for a depth equal to at
least 1/4 concrete thickness, as follows:
a. Tooled Joints: Form contraction joints in fresh concrete by grooving
top portion with a recommended cutting tool and finishing edges with
a jointer.
b. Sawed Joints: Form contraction joints with powered saws equipped
with shatterproof abrasive or diamond -rimmed blades. Cut joints into
hardened concrete as soon as surface will not be torn, abraded, or
otherwise damaged by cutting action.
C. Inserts: Use embedded strips of metal or sealed wood to form
contraction joints. Set strips into plastic concrete and carefully
remove strips after concrete is hardened.
3. Construction Joints: Place construction joints at end of placements and
at locations where placement operations are stopped for more than 1/2
hour, except where such placements terminate at expansion joints.
a. Construct joints as shown or, if not shown, use standard metal
keyway -section forms.
1
1
9027
02520-4
11
i t
� I
I
S ITE... WORK
DIVISION 2
4. Expansion Joints: Provide premolded joint filler for expansion joints
abutting concrete curbs, catch basins, manholes, inlets, structures,
walks, and other fixed objects, unless otherwise indicated.
a. Extend joint filler full width and depth of joint, not less than 1/2-
inch nor more than 1 inch below finished surface where joint sealer
is indicated. If no joint sealer, place top of joint filler flush
with finished concrete surface.
b. Furnish joint fillers in one-piece lengths for full width being
placed wherever possible. Where more than one length is required,
lace or clip joint filler sections together.
C. Protect top edge of joint filler during concrete placement with a
metal cap or other temporary material. Remove protection after
concrete has been placed on both sides of joint.
E. CONCRETE FTNTSHTNG:
1.
After st-.r•iking-off and consolidating concrete, smooth
surface by screeding
and floating. Use hand methods only where mechanical
floating is not
possible. Adjust floating to compact surface and produce uniform texture.
2.
After floating, test surface for trueness with a 10-foot straightedge.
Distribute concrete as required to remove surface irregularities, and
refloat repaired areas to provide a continuous smooth
finish.
3.
Work edges of slabs, walks, and formed joints with an
edging tool, and
round to 1/2-inch radius, unless otherwise indicated.
Eliminate tool
marks on concrete surface.
4.
After completion of floating and when excess moisture
or surface sheen has
disappeared, complete troweling and finish surface in
conformance with
-'DOT Section 502.04.
a. Burlap finish by dragging a seamless strip of damp burlap across
concrete, perpendicular to line of traffic. Repeat operation to
provide a gritty texture acceptable to Architect/Engineer.
5. Do not remove forms for 24 hours after concrete has.been placed. After
form removal, clean ends of joints and point -up any minor honeycombed
areas. Remove and replace areas or sections with major defects, as
directed by Architect/Engineer.
F. CURING:
1. Protect and cure finished concrete paving in compliance with VDOT Section
502.05. Use membrane -forming curing and sealing compound or approved
moist -curing methods.
9027 02520-5
S ITEWQIK
DIVISION 2
G. REPAIRS AND PROTECTIONS:
1. Repair or replace broken or defective concrete, as directed by Architect/
Engineer.
2. Protect concrete from damage until acceptance of work. Exclude traffic
from pavement-, for at least 14 days after placement. Uffien construction
traffic is permitted, maintain pavement as clean as possible by removing
surface stains and spillage of materials as they occur.
a. Sweep concrete pavement and wash free of stains, discolorations,
dirt, and other foreign material just before final inspection.
END OF SECTION
9027 02520-6
SITE WORK DIVISION 2
SECTION , 02665-POTABLE „WATER,_ SYSTEMS
PART 1 - GENERAL
A. CONDITIONS:
1. Drawings and general provision of Contract, including General and
Supplementary Conditions and Division 1 specification sections, apply to
work of this section.
B. DESCRIPTION OF WORK:
1. The work to be performed under this section of the specifications
comprises the furnishing of all labor and materials and the completion of
all work of this section as shown on the drawings and/or herein specified.
2. In general, the work included under this section consists of, but is not
limited to, the following:
a. Off -site water main extension (to property line)
b. Thrust blocks, concrete encasement and vaults
C. The applicable provisions of Section 02200 are hereby made a part of
this section and the Contractor is cautioned to read Section 02200
carefully as items of work applicable to this section are included
therein.
1. In general, the following related work is included in other sections of
the specifications or is not part of this contract.
a. Storm drainage piping - Sect»n 02720.
b. Domestic water piping inside the building and to the property line
(not part of this contract).
c. Fire water supply and hydrants (not part of this contract)
d. Exterior sprinkler systems (not part of this contract)
D. QUALITY ASSURANCE:
1. Manufacturer's Qualifications: Firms regularly engaged in manufacture of
potable water and fire water systems materials and products, of types and
sizes required, whose products have been in satisfactory use in similar
service for not less than 5 years.
11 9027
I I
SITE, WORK
DIVISION 2 1
2. Installer's Qualifications: Firm with at least 3 years of successful
installation experience on projects with potable water piping work similar
to that required for project.
3. Codes and Standards:
a. Plumbing Code Compliance: Comply with applicable portions of state
plumbing code and local standards pertaining to selection and
installation of potable water system materials and products. The
standards and specifications of Frederick County Sanitation Authority
(FCSA) shall be adhered to as part of this section.
b. ANSI standards listed
C. ASTM specifications listed
d. AWWA standards listed.
e. NFPA Compliance: Install fire water systems in accordance with NFPA
24 "Standard for the Installation of Private Fire Service Mains and
Their Appurtenances."
4. Certification: The manufacturer shall certify that all inspections and
tests have been made and met in accordance with product specifications.
5. Marking Pipe: The manufacturer's mark and date of manufacture shall be
distinctly marked on all pipe.
E. JOB CONDITIONS:
1. Protection of Water Supplies:
a. General: The Contractor shall, during the course of the
construction, take proper steps to protect water supply facilities
within the limits of construction from contamination by sewage. The
following criteria shall be used to govern the installation of sewage
facilities in the proximity of water supply facilities.
b. Horizontal Separation: Wherever possible, sewers shall be laid at
least ten feet horizontally from existing or proposed water mains.
The distance shall be measured edge to edge. If local conditions
prevent a lateral separation of ten feet, a sewer may be laid closer
than ten feet to a water main if it is laid in a separate trench; if
it is laid in the same trench with the water main located on one side
of a bench of undisturbed earth; and if in either case the elevation
of the top (crown) of the sewer is at least 18" below the bottom
(invert) of the water main.
c. Vertical Separation: Where sanitary sewer and water mains cross, the
water line shall pass over the sewer with a vertical separation of
18", clear, between the lines if possible.
9027 02665-2
SITEWORK
DIVISION 2
(1) Where the sewer must pass over the water line, the sewer shall
be constructed of d:,ctile iron with flexible couplings for a
distance of 9 feet to each side of the crossing. Joints in the
water line shall be equidistant from the crossing. A vertical
separation of 18", clear, shall separate the lines.
(2) A water line shall not contact or pass through a sanitary
manhole or clean out. The Contractor shall notify the
Architect/Engineer at once when, during the course of
construction, he becomes aware that this work will result in the
violation of the above criteria. Upon such notification, the
Architect/Engineer shall issue instructions for remedial
measures.
F . SUBMITTALS:
1. Product Data: Submit manufacturer's technical product data and
installation instructions for potable water system materials and products.
2. Shop Drawings: Submit shop drawings for potable water systems, showing
piping materials, size, locations, and elevations. Include details of
underground structures, connections, thrust blocks, and anchors. Show
interface and spatial relationship between piping and proximate
structures.
3. Record Drawings: At project closeout, submit record drawings of installed
potable water system piping and products, in accordance with requirements
of Division 1.
4. Maintenance Data: Submit maintenance data and parts lists for potable
water system materials and products. Include this data, product data,
shop drawings, and record drawings in maintenance manual; in accordance
with requirements of Division 1.
PART 2 - PRODUCTS
A. IDENTIFICATION: FCSA Section 2.13.
B. PIPE: FCSA Section 2.1.
C. FITTINGS: FCSA Section 2.2.
D. VALVES: FCSA Section 2.3.
E. ACCESSORIES: FCSA Specifications.
11 9027
1. Valve Boxes: FCSA Section 2.4.
2. Tapping Sleeves: FCSA Section 2.7 (By FCSA).
02665-3
SITEWORK
DIVISION 2 1
EXECUTION
A. GENERAL: All construction shall be in strict accordance with approved plans
and specifications. Any deviations or changes shall be sumitted to the
Architect/Engineer and the Frederick County Sanitation Authority for
supplemental approval.
B. INSPECTION:
1. General: Examine areas and conditions under which potable water system's
materials and products are to be installed. Do not proceed with work
until unsatisfactory conditions have been corrected in manner acceptable
to installer.
C. EXCAVATION AND BACKFILL:
1. General: Trench excavation for underground pipe lines shall conform to
the requirements of Section 02200 and FCSA Section 3.3 and 3.4. Minimum
cover to top of pipe is 36".
2. Backfilling: Conduct backfilling operations of open -cut trenches, closely
following laying, jointing and bedding of pipe, and after initial
inspection and testing are completed in accordance with FCSA Section 3.8.
D. INSTALLATION OF PIPE, FITTINGS AND ACCESSORIES: FCSA Sections 3.4, 3.6, 3.7,
and 3.9.
E. INSTALLATION OF IDENTIFICATION: FCSA Section 3.6.3.
F. FIELD QUALITY CONTROL: FCSA Section 3.17.
G. DISINFECTION: FCSA Section 3.18.
H. ACCEPTANCE OF WORK: FCSA Section 3.19.
END , OF SECTION
9027 02665-4
SITE,,,, WORK
SECI',ION,,,, 02720,,,,,,-,,,, STORM,,, SEWAGE,,,, SYSTEMS
PART 1 - GENERAL
A. CONDITIONS:
DIVISION 2
1. Drawings and general provisions of Contract, including General and
Supplementary Conditions and Division 1 specification sections, apply to
work of this section.
B. DESCRIPTION OF WORK:
1. The work to be performed under this section of the specifications
comprises the furnishing of all labor and materials and the completion of
all work of this section as shown on the drawings and/or herein specified.
2. In general, the work included under this section consists of, but is not
limited to, the following:
a. Storm drainage system
b. The applicable provisions of Section 02200 are hereby made a part of
this section. The Contractor is cautioned to read Section 02200
carefully as items of work applicable to this section are included
therein.
C. RELATED WORK:
1. In general, the following related work is included in other sections of
the specifications:
a. Domestic water piping - Section 02665
b. Erosion control, including channel and pond linings - Section 02270
c. Grading, including drainage channels and ponds - Section 02200
D. QUALITY ASSURANCE:
1. Manufacturer's Qualifications: Firms regularly engaged in manufacture of
storm sewage system's products of types, materials, and sizes required,
whose products have been in satisfactory use in similar service for not
less than 5 years.
2. Installer's Qualifications: Firm with at least 3 years of successful
installation experience on projects with storm sewage work similar to that
required for project.
9027 02720-1
J I
SITE,,,, WORK
3 . Codes and Standards:
DIVISION 2
a. Plumbing Code Compliance: Comply with applicable portions of
National Standard. Plumbing Code pertaining to selection and
installation of storm sewage system's materials and products.
b. Comply with standards set forth in the Virginia Erosion and Sediment
Control Handbook.
c. Comply with the Virginia Department of Transportation Road and Bridge
Standards and Specifications, latest edition.
d. ASTM standards listed.
4. Certification: The manufacturer shall certify that all inspections and
tests have been made and met in accordance with the product
specifications.
E . SUBMITTALS:
1. Product Data: Submit manufacturer's technical product data and
installation instructions for storm sewage system materials and products.
2. Shop Drawings: Submit shop drawings of underground structures,
connections, and manholes. Show interface and spatial relationship
between piping and proximate structures.
3. Record Drawings: At project closeout, submit record drawings of installed
storm sewage piping and products, in accordance with requirements of
Division 1.
4. Maintenance Data: Submit maintenance data and parts lists for storm
sewage system materials and products. Include this data, product data,
shop drawings, and record drawings in maintenance manual; in accordance
with requirements of Division 1.
PART 2 - PRODUCTS
A. MATERIALS:
1. General: All materials shall be in compliance with the applicable
provisions of the V.D.O.T. Road and Bridge Specifications, latest edition,
referred to hereinafter by section.
2. Identifica.tion:
a. Underground -Type Plastic Line Marker: Manufacturer's standard
permanent, bright -colored, continuous -printed plastic tape, intended
for direct -burial service; not less than 6" wide x 4 mils thick.
Provide green tape with black printing reading "CAUTION SEWER LINE
BURIED BELOW."
41WA
02720-2
I
SITE WORK
DIVISION 2
3. Pipes and Pipe Fittings:
a. General: Provide pipes of one of the following materials, in
conformance with Section 240, weight/class indicated. Provide pipe
fittings and accessories of same material and weight/class as pipes,
with joining method as indicated.
(1) Reinforced Concrete Pipe (RCD): Class III unless otherwise
indicated. Fittings shall be reinforced concrete, same strength
as adjoining pipe, tongue -and -groove gasket joints complying
with ASTM C 443.
(2) Concrete Pipe (CP): Class 2 nonreinforced concrete pipe unless
otherwise indicated. Fittings shall be concrete, same strength
as adjoining pipe, tongue -and -groove gasketed joints complying
with ASTM C 443.
(3) Polyvinyl Chloride (PVC) Sewer Pipe: ASTM D 3033, Type PSP, SDR
35; or ASTM D 3034, Type PSM, SDR 35. Fittings shall be PVC,
ASTM D 3033 or D 3034, solvent cement joints complying with ASTM
D 2855 using solvent cement complying with ASTM D 2564; or
elastomeric joints complying with ASTM D 3212 using elastomeric
seals complying with ASTM F 477.
(4) Polyethylene Corrugated Pipe (PECP): AASHTO M294 and VDOT
Section 240.
(5) Corrugated Metal Pipe: VDOT Section 240.06, 14 gage, 3" x 1"
corrugations.
4. Manholes, Drop Inlets and Endwalls:
a. General: Provide precast reinforced concrete storm sewer structures
conforming to V.D.O.T. standard MH-1, DI-1, DI-3A, DI-3C, DI-7, DI-
2A, and DI-2C as indicated on the drawings. Depths and throat
lengths shall be as directed. Structures shall incorporate Standard
IS-1 shaping.
b. Base: Precast reinforced concrete, 48" diameter with integral floor,
unless otherwise indicated.
C. Top: Drop inlets shall. have flat slab top. Manholes shall have
eceent-,ri c crone top.
d. Frame and Cover: Omit lettering on cover.
e. Where depth of structure is insufficient for a precast structure,
structure may be cast -in -place in accordance with V.D.O.T. Section
503.
9027 02720-3
SITEWORK
A. INSTALLATION:
DIVISION 2 1
1. General: Construction methods shall conform with the Virginia Department
of Transportation Road and Bridge Specifications, Section 302. Trench
excavation and backfill shall conform with applicable portions of Section
02200.
2. Installation of Identification: During backfilling of storm sewage
systems, install continuous underground -type plastic line marker, located
directly above buried line at 6" to 8" below finished grade.
3. Installation of Pipe and Pipe Fittings:
a. General: Install piping in accordance with governing authorities
having jurisdiction, and manufacturer's instructions.
(1) Concrete Pipe: Install in accordance with applicable provisions
of ACPA "Concrete Pipe Installation Manual."
(2) Plastic Pipe: Install in accordance with manufacturer's
installation recommendations, and in accordance with ASTM D
2321.
(3) Corrugated Metal Pipe: Install in accordance with
manufacturer's recommendations. Protect coating during
installation.
b. Inspect piping before installation to detect apparent defects. Mark
defective materials with white paint and promptly remove from site.
c. Lay piping beginning at low point of system, true to grades and
alignment indicated, and unbroken continuity of invert.
d. Pl&:ce bell ends or groove ends of piping facing upstream.
e. Install gaskets in accordance with manufacturer's recommendations for
use of lubricants, cements, and other special installation
requirements.
f. Cleaning Piping: Clear interior of piping of dirt and other
superfluous material as work progresses. Maintain swab or drag in
line and pull past each joint as it is completed.
(1) In large, inaccessible piping, brushes and brooms may be used
for cleaning.
(2) Place plugs in ends of uncompleted conduit at end of day or
whenever work stops.
9027 02720-4
SITE,,,, WORK DIVISION 2
(3) Flush lines between manholes if required to remove collected
debris.
g. Joint Adapters: Make joints between different types of pipe with
standard manufactured adapters and fittings intended for that
purpose.
h. Interior Inspection: Inspect piping to determine whether line
displacement or other damage has occurred.
(1) Make inspections after lines between manholes, or manhole
locations have been installed and approximately 2' of backfill
is in place, and again at completion of project.
(2) If inspection indicated poor alignment, debris, displaced pipe,
infiltration or other defects, correct such defects and
reinspect.
4. Precast Concrete Manholes:
a. General: Place precast concrete sections as indicated. Where
manholes occur in pavements, set tops of frames and covers flush with
finish surface. Elsewhere, set tops 3" above finish surface, unless
otherwise indicated.
b. Provide rubber joint gasket complying with ASTM C 443 at joints of
sections.
C. Apply bituminous mastic coating at joints of sections.
5. Drop Inlets:
a. General: Construct structures to sizes and shapes indicated.
b. Set frames and grates to elevations indicated.
6. Trench Drain System:
a. General: Install as indicated and in accordance with manufacturer's
installation instructions. Embed channels in minimum of 4" depth of
concrete around bottom and sides.
B. BACITILLING:
1. General: Conduct backfill operations of open -cut trenches closely
following laying, jointing, and bedding of pipe, and after initial
inspection and testing are completed.
9027 02720-5
I �
51TEWORK
DIVISION 2
C. FIELD QUALITY CONTROL:
1.. Maintain lines and grades by using a stringline or batterboards with
grades marked at intervals no greater than 50', or by laser.
2. Flushing: Flush all storm sewers with water in sufficient volume to
obtain free flow through each line. Remove all silt and trash from inlets
just prior to final acceptance of the work.
3. Testing: Perform testing of completed piping in accordance with local
authorities having jurisdiction.
ENDOFSECPION
9027 02720-6
SITE WIOW DIVISION 2
SECTION 02730 - SANITARY SEWAGE SYSTEMS
PART 1 - GENERAL
A. CONDITIONS:
1. Drawings and general provisions of Contract, including General and
Supplementary Conditions and Division 1 specification sections, apply to
work of this section.
B. DESCRIPTION OF WORK:
1. The work to be performed under this section of the specifications
comprises the furnishing of all labor and materials and the completion of
all work of this section as shown on the drawings and/or herein specified.
2. In general, the work included under this section consists of, but is not
limited to, the following:
a. Gravity sewage collection system, including all piping, manholes,
cleanouts, etc., to extent indicated on plans.
b. Trench backfill and excavation
C. RELATED WORK:
1. In general, the following related work is included in other sections of
the specifications:
a. Storm drainage piping
b. Water distribution piping.
D. QUALITY ASSURANCE:
1. Manufacturer's Qualifications: Firms regularly engaged in manufacture of
sanitary sewage system's products of types, materials, and sizes required,
whose products have been in satisfactory use in similar service for not
less than 5 years.
2. Standards:
9027
a. ANSI standards referred to.
b. ASTM specifications referred to.
c. AWWA standards referred to.
d. The Virginia Department of Transportation Road and Bridge Standards
and Specifications, Latest Edition.
02730-1
SITE,,,, WORK
DIVISION 2
I �
e. The Frederick County Sanitation Authority (FCSA) Standards and
Specifications, Latest Edition.
3. Certification: The manufacturer shall certify that all inspections and
tests have been made and met in accordance with product specifications.
4. Marking Pipe: The manufacturer's mark and date of manufacture shall be
distinctly marked on all pipe.
5. Code Compliance: Comply with applicable portions of state building code.
E. JOB CONDITION:
1. Protection of Water Supplies:
a. General: The Contractor shall, during the course of the
construction, take proper steps to protect water supply facilities
within the limits of construction from contamination by sewage. The
following criteria shall be used to govern the installation of sewage
facilities in the proximity of water supply facilities.
b. Horizontal Separation: Whenever possible, sewers should be laid at
least ten feet horizontally from existing or proposed water mains.
The distance shall be measured edge to edge. If local conditions
prevent a lateral separation of ten feet, a sewer may be laid closer
than ten feet to a water main if it is laid in a separate trench; if
it is laid in the same trench with the water main located on the
opposite side of a bench of undisturbed earth; and if in either case
the elevation of the top (crown) of the sewer is at least 18" below
the bottom (invert) of the water main.
C. Vertical Separation: Where sanitary sewer and water mains cross, the
water line shall pass over the sewer with a vertical separation of
18", clear, between the lines if possible.
(1) Where the sewer must pass over the waterline, the sewer shall be
constructed of ductile iron from a distance of 10 feet to each
side of the crossing. Joints in the water line shall be
equidistant from the crossing. A vertical separation of 18",
clear, shall separate the lines.
(2) A water line shall not contact or pass through a sanitary
manhole.
d. The Contractor shall notify the Architect/Engineer at once when,
during the course of construction, he becomes aware that this work
will result in the violation of the above criteria. Upon such
notification, the Architect/Engineer shall issue instructions for
remedial measures.
9027 02730-2
SITE.. WORK
DIVISION 2
PART 2 - PRODUCTS
.................................._._......._....................................
A. IDENTIFICATION: FCSA Section 2.14.
B. PIPES AND PIPE FITTINGS: FCSA Sections 2.1 and 2.2.
C. SANITARY SEWER MANHOLES: FCSA Sections 2.4 and 2.5.
PART 3 - EXECUTION
A. INSTALLATION OF IDENTIFICATION: FCSA Section 3.6.5.
B. EXCAVATION: Section 02200 and FCSA Section 3.3.
C. INSTALLATION OF PIPE AND FITTINGS: FCSA Sections 3.4, 3.5, and 3.6.
D. SANITARY MANHOLES: FCSA Section 3.8.
E. BACKFILLING: FCSA Section 3.7.
F. TESTING AND INSPECTION: FCSA Section 3.15, 3.17.
G. ACCEPTANCE OF WORK: FCSA Section 3.18.
END ,OFSECPION
9027 02730-3
DIVISION H -
SECTION A - DESIGN STANDARDS
GENERAL:
Design standards shall be those set forth in the Bureau of Water Supply Engineeringg,
Department of Health, Commonwealth of Virginia Waterworks Regulations, Section 12,
except as specified herein.
CAPACITY TO SERVE:
e water distribution system and any extensions thereof shall have adequate capacity to:
a) supply 3 gpm per residential connection while maintaining a pressure of not less than
2 �psi at all points of delivery, b) be capable of delivering re protection flow of at least
1000 gpm to all points within the proposed system, c) maintain under all flow conditions
(peak hourly flow, plus fire flow) a minimum pressure of 20 psi at all points of delivery.
CAPACITY DESIGN CRITERIA:
When water distribution system extensions are made the applicant shall first determine
the quantity of water required and then obtain the hy�raulic gradient available at the point
of connection to the Authority's system.
Hydraulic design of piping will be based on pipe carrying capacities consistent with head
losses determined in accordance with the following:
Hazen -Williams
Pipe Diameter Coefficient "C"
6"
8"
10"
12" and greater
DISTRIBUTION SYSTEM LAYOUT CRITERIA:
The distribution systems developed for local areas shall be compatible with the Authority's
plan for an integrated water system for Frederick County. The distribution system shall be
laid on a loop or grid system. Primary grids shall be of ten inch or larger diameter pipe
and shall be spaced at approximately one mile intervals. Secondary loops of smaller
diameter will be spaced not more than one thousand feet apart. Dead end mains shall not
exceed a length of five hundred feet. All dead end lines over thirty feet in length shall
terminate with a hydrant or a blow -off of sufficient size to develop a minimum velocity in
the line of 2.5 feet per second.
All water mains shall be located on public right-of-way and will be fifteen feet from the
centerline of the road unless circumstances dictate location on easements. Provisions shall
be made for future extensions at all existing or proposed streets. As a minimum, this will
include a valve which shall be strapped to the main and two lengths of pipe which shall be
plugged and thrust blocked.
Valves shall be located on distribution and transmission mains at intervals not exceeding one
thousand feet. Valves shall be located in distribution systems on all branches at "wye",
"tee", or "cross" intersections.
Distance measurements between fire hydrants shall be along the centerline of roadway
surfaces or along surfaces meeting the requirements of a fire lane (designated or
undesignated). In all cases, access to each hydrant shall be directly from a roadway and/or
fire lane. Their placement shall be:
a) In areas developed with single or duplex residential units, hydrants shall be located
so the distance from a hydrant to the building set -back line shall be no greater than
four hundred feet.
b) In areas developed with three to five dwelling units per structure, there shall be a
hydrant within three hundred feet of all units.
c) In areas developed with six or more dwelling units per structure, there shall be at
least two hydrants within three hundred feet of all units.
d) In industrial or commercial developments, there shall be a hydrant within three
hundred feet of all portions of any structure. Where one hydrant is dedicated to the
operation of a standpipe system there shall be at least one other hydrant meeting the
distance requirements set forth above; the hydrant dedicated to the operation of the
standpipe system shall not be farther than fifty feet from the standpipe.
1.4.5 Wherever possible, a fire hydrant shall be located within three feet of the back of the curb
line.
1.4.6 Automatic water combination air release and air/vacuum valves shall be installed at the high
points of water transmission mains where accumulation of air may interfere with flow.
Manual air release valves will be installed at high points of distribution lines. Blow -offs will
be required at low points.
1.4.7 Pipeline deflection will only be allowed at joints and/or at fittings. The length of pipe itself
shall not be bent. The maximum deflection limit shall be twelve inches of lateral displacement
per twenty feet of pipe.
1.5 MINIMUM PIPE SIZE CRITERIA:
The minimum allowable pipe sizes shall be as follows:
a) The minimum size pipe in residential areas shall be six inches in diameter. The
minimum size pipe in commercial or industrial areas shall be eight inches in diameter.
b) All piping must be capable of providing a flow of three gallons per minute per
connection at a minimum of 20 psi residual pressure.
c) Piping shall be sized to provide fire flow of at least 1000 gpm at 20 psi residual
pressure. The minimum size pipe supplying a fire hydrant shall be six inches in
diameter. Eight inch or larger pipe shall be used under the following conditions:
1) If more than one hydrant is installed on a dead end main.
2) If a hydrant is installed beyond three hundred feet of a dead end main. (The
remaining line beyond the hydrant may be six inches in diameter.)
3) If two hydrants are to be supplied on a looped main that contains more than
fifteen hundred feet of pipe.
AMENDMENT NO. 3 JULY 1991
10 ;�
11
4) If three hydrants are to be supplied on a looped main that has over one
thousand feet of pipe.
5) If four or more hydrants are to be served.
d) Piping shall maintain, under all flow conditions (peak hourly flow, plus fire flow), a
minimum pressure of 20 psi at all times.
1.6 DEPTH OF BURY:
All lines shall be laid with a minimum cover of thirty-six inches from the top of the pipe to
finished ground surface grade.
1.7 SERVICE LATERALS:
1.7.1 Service laterals shall be 3/4-inch, one -inch, or two-inch diameter lines and shall include
corporation stop, meter yoke with compression -type fittings, and meter box.
1.7.2. Water laterals shall be placed at the center of the lot wherever possible. The meter box shall
be set one foot beyond the property line.
1.7.3 Service laterals will have a minimum cover of thirty-six inches from the top of pipe to finished
grade at all points, including the ditch line.
1.7.4 A one -inch lateral must be installed if: (1) the length of run from the main to the property
line is greater than sixty feet, or (2) the residual pressure is less than 50 psi.
1.7.5 Service for industrial and commercial areas shall be sized to provide the flows required by the
industrial or commercial customer and shall be installed at the time the lot is developed. A
gate valve must be installed within five feet of the building. Refer to Standard Details W-12
and W-13.
�. 1.8 WATER MAINS NEAR SEWERS:
1.8.1 Wherever possible water lines shall be laid at least ten feet, horizontally, from any existing
or proposed drain, sewer line, or sewer appurtenance. The distance shall be measured edge -
to -edge.
a) Should local conditions prevent a lateral separation of ten feet, a water line may be
laid closer provided that certain criteria are met. The water line can be laid in a
separate trench, or on an undisturbed earth shelf located on one side of the sewer at
such an elevation that the bottom of the water main is at least eighteen inches above
the top of the sewer.
b) When it is impossible to obtain proper horizontal and vertical separation as stipulated
above, both the water main and sewer shall be constructed of slip-on or mechanical
joint ductile iron pipe.
c) Both pipes shall be pressure tested to assure zero leakage before backfilling.
IAMENDMENT NO.3 3ULY 1991
I11
1.8.2 Water lines crossing over sewers shall be laid to provide a separation of at least eighteen
inches between the bottom of the water line and the top of the sewer whenever possible.
When local conditions prevent this vertical separation, the following construction shall be
used:
a) Sewers passing over or under water lines shall be constructed of push -on or
mechanical joint ductile iron pipe.
b) Water lines passing under sewers shall be push -on or mechanical joint ductile iron
pipe; or as an alternative, the water line may be installed with PVC SDR-21 and
enclosed in a steel pipe casing. (see Standard Detail W&S-2). In addition, the
water line shall be protected by providing:
1) A vertical separation of at least eighteen inches between the bottom of the
sewer and the top of the water line.
2) Adequate structural support for the sewers to prevent excessive deflection
of the joints and the settling on and breaking of the water line.
3) That the length of the water line be centered at the point of the crossing
so that joints shall be equidistant and as far as possible from the sewer.
c) Both pipes shall be pressure tested to assure zero leakage before backfiilling.
1.8.3 No water pipe shall pass through or come into contact with any part of a sewer manhole.
Whenever possible, manholes shall be at least ten feet horizontally from a water main. The
distance shall be measured edge -to -edge. When local conditions prohibit this horizontal
separation, the manhole shall be of watertight construction and tested in place.
1.8.4 No sewer line shall pass within fifty feet of a drinking water supply well, source, or structure
unless special construction and/or pipe materials are used to obtain adequate protection.
The proposed design shall identify and adequately address the protection of all drinking
water supply wells, sources, and structures within one hundred feet of the proposed project.
1.9 WATER MAINS NEAR STORM DRAINAGE PIPES:
1.9.1 Water lines shall have a minimum separation of eighteen inches from storm drainage
culverts whenever possible. Water lines located within eighteen inches of an open-ended
culvert shall be insulated in accordance with the manufacturer's published recommendation.
12
I
DIVISION II - WATER
SECTION B - MATERIAL SPECIFICATIONS
2.1 PIPE:
Unless another type and/or grade of pipe is required, the pipe acceptable shall be:
a) Polyvinyl Chloride Pipe (PVC) shall conform to the requirements of (1) NSF No.
14 or ASTM D2241 for pipe, (2) ASTM D3139 for push -on joints, and (3) ASTM
F477 for gaskets. The PVC compounds must conform with material code PVC 1120
of ASTM resin specification D1784. The pipe shall have a minimum wall thickness
of SDR-21 for class 200 for normal applications and shall have an integral bell
gasketed joint and conform to the requirements of ASTM D3139 for pipe push -on
joint and ASTM F477 for gaskets. Pipe shall be manufactured by ETI, CertainTeed,
Johns-Mansville or our approved equal.
b) Ductile iron pipe shall conform to the requirements of AWWA Standard C151. The
pipe shall be cement lined in accordance with AWWA Standard C104. Unless
otherwise specified, the pipe shall have push -on joints meeting the requirements of
AWWA Standard C111. The wall thickness of the pipe, in normal applications, shall
be Class 52.
1 2.2 FITTINGS:
All fittings shall be Class 250 gray cast iron conforming to AWWA C110-71, or Class 350
ductile iron. Ductile iron shall conform to ASTM A536-72, minimum grade 70-50-05.
Nominal thicknesses of fittings shall be equal to, or exceed, Class 54 ductile iron pipe
thicknesses. Radii of curvatures shall conform to AWWA C110-71. Fittings shall be
cement lined in accordance with AWWA C104-74. Joints shall conform with the
requirements of AWWA Standard C111 and shall be compatible with the type of pipe used.
a) All fittings for pipe six inches or greater in diameter shall be mechanical if used in
a buried installation. Fittings shall be flanged if installed above ground or in a vault.
b) Fittings for pipe two inches and smaller are covered under Section 2.6 (Service
Laterals).
2.3 VALVES:
2.3.1 Gate valves six inches through twelve inches in diameter shall be resilient seat and conform
to the specifications set forth in AWWA Standard C509. Valves will have a double 0-
ring-stem seal, a minimum stem diameter of 7/8 inch, and will open left (counter -clockwise).
Valves shall be designed for working pressure not less than that specified for the connecting
pipe. Gate valves shall be manufactured by Waterous, Kennedy, American Darling, or our
approved equal.
2.3.2 Valves for above ground mounting or installed in vaults shall have an outside stem and
yoke and flanged ends. Valves for buried installation shall have a non -rising stem and
mechanical joints conforming with AWWA Standard Clll unless otherwise specified.
13
2.3.3 Water lines fourteen inches or greater in diameter shall have butterfly valves and shall
meet the requirements of AWWA Standard C504. The valves shall be rubber seated with
a standard operating nut unless otherwise specified. Valves shall be Class 150B and
manufactured by Waterous, American Darling, or our approved equal.
2.3.4 Check valves shall conform with the specifications in AWWA Standard C508. Valves shall
be equipped with an outside weighted arm unless specified otherwise. Valves shall be
manufactured by American Darling or our approved equal.
2.3.5 Combination air release and air/vacuum valves will have cast iron bodies with stainless
steel floats. Other internal parts will be either stainless steel or bronze. Valves will be
sized appropriately for each application. Valves shall be Val-Matic Model No. 201C or
202C, as required, or our approved equal.
2.3.6 Special valves such as pressure reducing, altitude, etc., shall be manufactured by Cla-Val
Company or our approved equal.
2.3.7 Ball valve curb stops shall meet AWWA Standard C800-84. They shall have tee head
checks in the body that permit a ninety degree turn only.
a) 3/4-inch and one -inch ball valve curb stops shall have pack -joint ends. They shall
be Ford catalog number B44-333 (for 3/4"), and B44-444 (for 1") or our approved
equal.
b) Two-inch ball valve curb stops shall have female iron pipe threads on both ends.
They shall be Ford catalog number Bll-777 or our approved equal.
c) All ball valve curb stops shall have a two-inch gate valve operating nut. The
operating nut shall be a Ford catalog number QT-67 or our approved equal.
2.4 VALVE BOXES:
2.4.1 Valve boxes for gate valves shall be two piece cast iron with a 5 1/4" drop lid marked
"water". Boxes shall be screw type adjustable with a 5 1/4" shaft diameter. Adjustment
range shall be one foot. The box length shall be determined by depth of bury. The valve
box shall be a Tyler 6850 Series, item number 564-S or our approved equal.
2.4.2 Roadway boxes shall be used with ball valve curb stops. They shall have a 4 1/4" shaft
with a 4 1/4" drop lid. The box length shall be determined by depth of bury. The roadway
boxes shall be Tyler 6870 series, item number 143-R or our approved equal.
2.5 FIRE HYDRANTS:
Hydrants shall conform with the specifications in AWWA Standard C502 for dry -barrel fire
hydrants. Hydrants shall be compression type, with six-inch mechanical joint inlet and
minimum bury of 4.5 feet. Unless otherwise specified, hydrants shall be traffic model with
a 4 1/2" valve opening, one 4 1/2" pumper nozzle, and two 2 1/2" hose nozzles. All nozzle
threads shall be national standard. The operating nut shall be pentagon in shape, 1 1/2"
14
J
point to flat, non -rising and open right (clockwise). Hydrants shall have a finish coat of red
paint applied by the manufacturer. Hydrants shall be either American -Darling Mark-73 or
Kennedy K-81A.
2.6
SERVICE LATERALS:
2.6.1
Corporation stops shall have an inlet threaded in accordance with AWWA Standard C800 and
a pack -joint outlet. It shall be Ford series F1000 or our approved equal.
2.6.2
Pipe for service laterals shall be Type "K" copper tubing conforming to ASTM Specifications
2.6.3
Fittings for service laterals (3/4-inch, one -inch or two-inch diameter) shall be brass
compression or threaded NIP. The fittings shall be manufactured from AWWA Standard
CS00 and be red brass of 85,5,5,5 alloy.
2.6.4
Saddles for PVC pipe shall be Ford style FS202, all stainless steel band saddles, or our
approved equal.
2.6.5
For 3/4-inch service laterals:
a) In non -traffic areas, the meter box shall be polyethylene plastic with a wall thickness
of approximately one-half inch. The box shall be eighteen inches in diameter and
thirty inches deep with the lid being Ford C32.
b) In traffic areas, the meter box shall be reinforced concrete with a wall thickness of
three inches. The concrete compressive strength shall be 4,000 psi at twenty-eight
days. The reinforcement shall be galvanized welded wire fabric that meets the
requirements of ASTM A185. The box shall have an eighteen -inch inside diameter,
be thirty inches deep, and have a Ford C32H lid. See Standard Detail W-6.
2.6.6 For one -inch service laterals:
a) In non -traffic areas, the meter box shall be polyethylene plastic with a wall thickness
of approximately one-half inch. It shall be twenty-four inches in diameter and thirty
inches deep with a Ford No. 30 monitor cover that has a RML-12 top lid.
b) In traffic areas, the meter box shall be reinforced concrete with a wall thickness of
three inches. The concrete compressive strength shall be 4,000 psi at twenty-eight
days. The reinforcement shall be galvanized welded wire fabric that meets the
requirements of ASTM A185. It shall have a twenty-four inch inside diameter and be
thirty inches deep. The lid shall consist of a Ford No. 30 monitor cover with a RML-
12 top lid over a 3/4" x 30" x 30" steel plate. The plate shall have a twenty-two inch
diameter centered opening and be tar coated on both sides. See Standard Detail W-6.
2.6.7 For two-inch service laterals:
a) In non -traffic areas, the meter box shall be the top section of a 1000-gallon septic
tank made by Winchester Building Supply Co., Inc., or our approved equal. The lid
shall be a GTS manhole frame and cover, reference number RE85R3FD,
i manufactured by Quality Water Products, Inc. There shall be a minimum of one 6"
■ manhole grade adjustment ring between the vault and the lid. See Standard Detail W-
7.
AMENDMENT NO. 3 JULY 1991
15
b) In traffic areas, the meter box shall be the top section of a utility vault, model 860
CUS made by the Smith -Midland Corporation or our approved equal. Its entrance
hole and cut outs for piping shall be as shown on Standard Detail W-7. The lid shall
be a GTS manhole frame and cover, reference number RE85R3FD, manufactured by
Quality Water Products, Inc. There shall be a minimum of one 6" manhole grade
adjustment ring between the vault and the lid. See Standard Detail W-7.
2.6.8 Meter yokes for 3/4-inch and one -inch services are to be those manufactured by Ford or our
approved equal. Yokes are to be equipped with inverted key inlet valve and outlet angle
check valve with drain. Connections are to be pack joint. All yoke pieces shall be of the same
manufacture. See Standard Detail W-6.
2.6.9 Customsetters for two-inch services shall be Ford Customsetter, Catalog No. VFH 77B x 15
x 17, FIP in and out, with PW, with BE.
2.7 TAPPING SLEEVES:
Tapping sleeves shall be stainless steel and shall be a full circle type with gridded gasket that
completely wraps around the pipe. It shall be a Ford style FAST or our approved equal.
2.8 BLOW -OFF HYDRANTS:
Blow -off hydrants shall be so designed as to be installed flush with finished grade. The
operating nut and hose nozzle shall be housed in a cast iron box and lid, which shall be an
integral part of the hydrant. The lid shall be equipped with a padlock locking provision.
Hydrant nozzle connection shall be two and one-half inch National Standard Thread bronze
with brass operating nut and packing nut with iron top cap. Seat shall be bronze to bronze
with rubber seal. Hydrant barrel shall be three inch diameter ductile iron pipe. The depth of
bury shall be four feet. Inlet connection shall be two-inch iron pipe thread. Blow -off hydrant
shall be Eclipse No. 85-B as manufactured by Kupferle Foundry or our approved equal. See
Standard Detail W-8.
2.9 FLEXIBLE COUPLINGS:
Flexible couplings shall be Ford ductile iron couplings, style FCl or our approved equal.
2.10 REPAIR CLAMPS:
Repair clamps shall be full circle all stainless steel band as manufactured by Ford style FS1,
or our approved equal. Clamps for pipe sizes two-inch through eight -inch diameter shall have
a minimum length of twelve inches. Clamps for pipe sizes ten -inch through twelve -inch
diameter shall have a minimum length of fifteen inches.
2.11 PIPE CASING:
Casing pipe shall be sized in accordance with Standard Detail W&S-3. Casing pipe shall be
steel and shall meet ASTM specification A252, Grade 2, with a minimum wall thickness of
0.25 inch.
2.12 PIPELINE CASING SPACERS:
Spacers that separate carrier and casing pipes shall be manufactured by Cascade
Manufacturing or our approved equal.
2.13 LOCATION PEGS:
Water locator pegs shall have a polyethylene shell. They shall be dark blue in color and shall
respond to a frequency of 145.7 KHZ. The pegs shall be manufactured by Communications
Technology or our approved equal.
AMENDMENT NO- 3 JULY 1991
16 1
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DIVISION II - WATER
' SECTION C -CONSTRUCTION STANDARDS
3.1 GENERAL:
3.1.1 All construction shall be in strict accordance with approved plans and specifications. Any
deviations or changes shall be submitted to the Authority for supplemental approval.
3.1.2 The Authority shall have the required number of plans and cut sheets before construction
begins.
3.1.3 The Authority shall have access to the construction work at any time for inspection of
work and construction methods.
3.1.4 All valves, hydrants, and blow -offs shall be operated with proper wrenches in the presence
of Authority personnel, except in the case of an emergency.
3.2 CLEARING:
The right-of-way shall be cleared of all trees, stumps, shrubs, and other foreign matter for
a minimum distance of ten feet from each side of the center line of the mains being
constructed. The debris shall be disposed of in an acceptable manner. No debris shall be
buried within the right-of-way limits.
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3.3 EXCAVATION:
3.3.1 Minimum clearance between the side of the trench and pipe shall be eight inches. The
width of the trench above the top of the pipe may be as wide as necessary for sheeting or
bracing and the proper performance of the work. All trench walls should be kept as
vertical as possible and still meet OSHA requirements. The trench will be excavated to a
depth that will insure a minimum of thirty-six inches of cover on the top of the pipe.
3.3.2 Excavated material suitable for backfilling shall be piled in an orderly manner and be a
minimum distance of three feet from the bank of the trench. All excavated material not
suitable and/or not required for backfill shall be removed and disposed of in an approved
manner.
3.3.3 Such grading as necessary shall be done to prevent water from flowing into the trench or
other excavations, and any water accumulating therein shall be removed by approved
methods.
3.3.4 A section of pipe located at an elevation that is above existing ground level shall be
installed in a trench that has been excavated after an embankment has been constructed
to a minimum of two feet above the top of the pipe.
3.4 BEDDING:
3.4.1 Refer to Detail W&S-1 for types of bedding.
17
3.4.2 Bedding material shall be a well graded crushed stone meeting the requirements of ASTM
C33, gradation 68, 78, or 57.
3.4.3 Class B bedding shall be the standard unless poor soil conditions are encountered. In this
class bedding, there shall be a minimum of six inches of stone under the pipe. Stone shall also
be backfilled around the pipe and to a height of four inches above the top of the pipe. This ,
type of bedding shall also be used with water laterals.
3.4.4 Holes shall be scooped out where joints occur leaving the entire barrel of the pipe bearing
on the bedding.
3.5 FOUNDATION IN POOR SOIL:
3.5.1 Whenever the soil at the trench subgrade elevation is soft, unstable, or saturated with water,
such unsuitable material will be removed and the trench subgrade stabilized with a granular
stabilization material.
3.5.2 Maximum size of granular material shall be two inches. Depth of stabilization shall be as
required to construct a firm subgrade for pipe bedding material, but must be at least six
inches.
3.5.3 Class A bedding shall be provided when necessary to bridge highly unstable soils. See
Standard Detail W&S-1.
3.6 PIPE INSTALLATION:
3.6.1 After bedding has been installed, pipe shall be laid in accordance with the manufacturer's
instructions and recommendations. Damaged or unsound pipe will be rejected.
3.6.2 At the completion of the work shift, the end of the installed pipe will be sufficiently covered
to keep out trench waters, soil or other extraneous material.
3.6.3 Locator pegs (buried transponders) shall be attached directly to the pipe. Pegs shall be placed
1) at 100-feet intervals, 2) at each bend, and 3) at any additional location the engineer shall
direct.
3.6.4 See Standard Detail W&S-3 for requirements in making a typical highway crossing.
3.6.5 Pipeline deflection will only be allowed at joints and/or at fittings. The length of pipe itself
shall not be bent. The maximum deflection limit shall be twelve inches of lateral displacement
per twenty feet of pipe.
3.7 THRUST BLOCKING:
Fittings shall be thrust blocked as shown on Standard Detail W-1, W-2, and W-3. The
concrete used shall have a twenty-eight day compressive strength of 2500 psi.
3.8 BACKFILLING:
3.8.1 The Authority's specified bedding (Section 3.4) shall be used to a height of four inches above
the top of the pipe.
3.8.2 Above the specified bedding shall be twenty-four inches of select backfill compacted in six
inch lifts. The maximum particle size of this backfill material shall be one inch.
AMENDMENT NO. 3
JULY 1991
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3.8.3 Above the select backfill, material shall be deposited in lifts not exceeding two feet.
3.8.4 Any backfill material used above the specified bedding shall be free of all organic material,
large clods, frozen soil, or other materials difficult to compact.
3.8.5 No rock shall be used in the select backfill. Any rock used above the select backfill shall
be no longer than six inches in the greatest dimension.
3.9 SETTING VALVES AND VALVE BOXES:
3.9.1 Valves shall be set plumb at all times. Prior to installation, valves shall be opened and
closed to insure their proper installation.
3.9.2 Valves shall be strapped to another anchored fitting where possible. Otherwise, valves
shall be anchored as shown on Standard Detail W-4.
3.9.3 The valve box shall be placed directly over and centered on the valve with the bottom of
the box set at or below the top plate of the valve. The valve box shall be plumb, and after
positioning, backfill around valves shall be carefully tamped to the surface of the ground.
3.9.4 Valve boxes set on roadway shoulders shall be protected by a skid pad of concrete or
asphalt one -foot six -inches square by six -inches thick.
3.9.5 Valves set over five feet in the ground shall have extension rods added to bring the
operating nut to within two feet of the surface of the ground.
3.9.6 Valves twelve inches and bigger shall have concrete pads under them.
3.10 FIRE HYDRANT INSTALLATION:
3.10.1 Hydrants shall be installed as shown on Standard Detail W-5. Wherever possible, they shall
be placed at the property corner and be set one foot beyond the fronting property line.
3.10.2 A hydrant lead shall have thirty-six inches of cover over the top of the pipe.
3.10.3 A six-inch gate valve shall be bolted to the hydrant tee. Both hydrant and valve shall be
11 fastened to the tee by all -thread rods.
3.10.4 Hydrants will have a minimum of seven cubic feet of No. 5 stone around the base. They
shall also be thrust blocked with concrete having a twenty-eight day compressive strength
of 2500 psi. All backfill around hydrants shall be thoroughly compacted to the surface of
the ground.
3.10.5 Before installing a hydrant, care shall be taken to see that all foreign material is removed
from the interior of the barrel.
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3.10.6 The area of hydrant placement shall be free of all obstructions in front of and within three
feet of all sides.
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3.10.7 The pumper nozzle shall face the means of access.
3.10.8 Hydrants shall have one finish coat of paint applied after installation. Paint shall be
"Chinese Red" as manufactured by Duron.
3.11 SERVICE LATERALS:
3.11.1 The installation and connection of 3/4-inch, one -inch, and two-inch service laterals to
existing water lines will be done by the Sanitation Authority or its agent. The service will
be installed from the main through the meter box.
3.11.2 Wherever possible, the lateral shall be placed at the center of the lot with the meter box
set one foot beyond the property line.
3.11.3 Service laterals shall be installed with a minimum of thirty-six inches of cover over the top
of the pipe. There shall be six inches of stone under the pipe and meter box and four
inches of stone over the top of the pipe.
3.11.4 Meter boxes for 3/4-inch and one -inch services shall be encased with three inches of stone.
The stone shall be placed to the top of the box.
3.11.5 Care shall be taken in compacting trenches to prevent damage to the pipe and strain on
the meter yokes. Pipe which is damaged so as to cause a restriction in flow shall be
replaced.
3.11.6 Laterals will be continuous without joints from the corporation stop to the inverted key
inlet valve. A six-foot tail piece shall be installed on the angle check valve. The end shall
be crimped to prevent intrusion of foreign matter.
3.11.7 The end of the lateral shall be marked with a treated 2 x 4 extending from the tail piece
to eighteen inches above the ground. The top six inches of the 2x4 shall be painted blue.
3.11.8 Laterals shall be installed as shown on Standard Details W-6 and W-7. Proper tapping
machine and coupon extractor shall be used.
3.12 TAPPING EXISTING MAINS:
Connections to existing mains with lines six inches or greater shall be made by the
Sanitation Authority or its agent. Should water service be disrupted, the contractor has
the responsibility of notifying the customers whose service will be effected. The setup is
to be tested before the tap is made. There is to be a concrete thrust block behind the tee
and a concrete support pad under the valve.
3.13 SETTING BLOW -OFFS:
Blow -offs shall be set as shown on Standard Detail W-8. They shall be set within one
foot of the property line.
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3.14 SETTING AIR/VACUUM RELEASE VALVES:
Air/vacuum release valves shall be installed as shown on Standard Details W-9 and W-10.
Connections to the main shall be made with a saddle and corporation stop.
3.15 INSTALLING CREEK CROSSINGS:
Creek crossings will be installed as shown on Standard Detail W-11. Pipe shall be
mechanical joint ductile iron. Contractor will perform the work in a manner which will
minimize. erosion and blocking of the watercourse.
3.16 SETTING MASTER METER AND DETECTOR CHECK VALVE VAULTS:
Master meters and detector check valves shall be installed as shown in Standard Details
W-12 and W-13.
3.17 PRESSURE TESTS:
3.17.1 Service laterals are to be installed before tests are made.
3.17.2 Lines shall be tested through the outlet angle check valve of a service connection or a
special tap installed for the test.
3.17.3 A maximum of one thousand linear feet of line shall be tested at a time.
3.17.4 Tests must be conducted in the presence of a Sanitation Authority inspector.
3.17.5 All water pipe shall pass a hydrostatic pressure test.
a) After the pipe has been laid, all newly laid pipe or any valved section thereof shall
be subjected to a hydrostatic pressure of at least 1.5 times the working pressure at
the point of testing.
b) Test pressures shall:
1) be a minimum of 150 psi
2) not exceed pipe or thrust restraint design pressure
3) be of at least a two-hour duration
4) not vary by more than + 5 psi
5) not exceed twice the rated pressure of the valves or hydrants when the
pressure boundary of the test section includes closed gate valves or hydrant.
6) not exceed the rated pressure of the valve
c) Each valved section of pipe shall be slowly filled with water. The specified test
pressure shall then be applied by means of a pump connected to the pipe. The
manner of connecting the pump to the piping shall be satisfactory to the Authority.
21
The water and container used to pump up the line to be tested shall be properly
disinfected.
d) Before applying the specified test pressure, air shall be expelled completely from the
pipe, valves, and hydrants.
e) All exposed pipe, fittings, valves, hydrants, and joints shall be examined carefully
during the test. Any damaged or defective pipe, fittings, valves, or hydrants that are
discovered following the pressure test shall be repaired or replaced with sound
material and the test shall be repeated until it is satisfactory to the Authority.
f) Leakage shall be defined as the quantity of water that must be supplied into the
newly laid pipe, or any valved section thereof, to maintain pressure within 5 psi of
the specified test pressure after the air in the pipeline has been expelled and the
pipe has been filled with water.
g) There shall be zero leakage during the two-hour test period.
3.18 DISINFECTION:
3.18.1 Disinfection testing shall be performed after the pressure testing has passed.
3.18.2 All pipe and equipment shall be disinfected by the continuous feed method or the tablet
method in accordance with AWWA C-651-86 or current revision.
a) Continuous Feed Method Potable water shall be introduced into the pipe line at
a constant flow rate. Chlorine shall be added at a constant rate to this flow so that
the chlorine concentration in the water in the pipe is at least 50 mg/1. The
chlorinated water shall remain in the pipe at least twenty-four hours, after which
its chlorine concentration shall be at least 10 mg/1.
Grams of HTH Powder Required for Dose of 50 mg/1 *
Length of Section
In Feet
Diameter of Pipe
In Inches
2 6
8
10
12
13 0.6 5.56
9.88
15.45
22.24
18 0.85 7.69
13.69
21.39
30.80
20 0.95 8.56
15.21
23.76
34.22
*Based on 65% available chlorine in HTH powder:
b) Tablet Method Tablets of calcium hypochlorite, containing seventy percent available
chlorine by weight, shall be placed by an approved adhesive to the top of each
section of pipe and in appurtenances. Tablets shall not be completely covered by
adhesive. After completion of the construction, the main shall be filled with water
at a velocity of less than one foot per second. A minimum concentration of 50 mg/1
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of chlorine solution shall be in the system at this time. A concentration of 25 mg/1
residual chlorine must be present after twenty-four hours.
Number of Hypochlorite Tablets Required for Dose of 50 mg/1*
Length of Section
Diameter of Pipe
In Feet
In Inches
2
6 8 10
12
13 or less
1
2 2 3
5
18
1
2 3 5
6
20
1
2 3 15
7
*Based on three and three-quarters grams of 70% available chlorine per tablet.
3.18.3 All valves and appurtenances shall be operated while chlorinated water is in the pipe line.
3.18.4 After the retention period, the main shall be flushed of the high chlorine water until the
water leaving the system shows a chlorine concentration of less than 1 mg/1 or no higher
than that prevailing in the water used for flushing. After final flushing, a minimum of two
water samples shall be collected twenty-four hours apart for bacteriological tests. The
samples shall be collected at regular intervals not to exceed one -thousand feet throughout
the length of the pipe. The contractor shall assist the Authority is taking the bacteriological
tests. These bacteriological tests must be analyzed by a State approved laboratory. The
results of these samples must indicate the absence of coliform contamination.
3.18.5 The disinfection tests must be satisfactorily completed prior to placing the line in service.
3.18.6 If the disinfection tests fail, the chlorination/dechlorination procedure must be repeated
until the required results are obtained.
3.18.7 If at any time the water in an existing line becomes contaminated, this piping shall be
disinfected as specified for new piping, back to the nearest gate valve or valves, or beyond
those points as necessary to include all contaminated piping. On completion of disinfection,
' the piping shall be flushed thoroughly, and samples shall be taken. The water shall be
proven safe for human consumption before acceptance of disinfection.
3.19 ACCEPTANCE OF WORK:
3.19.1 Should construction standards and/or tests not be met, the Authority reserves the right to
reject all or any portion of the facilities. Any project or portion of a project rejected by
the Authority shall not be permitted to receive water from any previously approved system
until the rejected system has been repaired so as to meet all standards governing the
construction of water systems.
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3.19.2 All repair methods, other than replacement of the defective areas with new materials, shall
be subject to prior approval of the Authority.
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DIVISION III - SEWER
SECTION A - DESIGN STANDARDS
1.1 GENERAL:
Design standards shall be those set forth in the Commonwealth of Virginia Sewerage
Regulations, Section 21.00, except as specified herein.
1.2 TRIBUTARY POPULATION:
1.2.1 Sewer systems shall be designed and sized for complete upstream watershed development
taking the following into consideration:
a) The estimated tributary population for a period of fifty years hence, or
b) The entire watershed shall be assumed to be completely developed according to
present or predicted zoning, whichever requires the greater capacity.
1.2.2 Minimum allowable population densities shall be as follows:
a) In industrial areas, forty persons per acre.
b) In platted subdivisions, four persons per lot.
c) In multi -family developments, four persons per unit.
d) All other areas, ten persons per acre.
1.3
CAPACITY DESIGN CRITERIA:
In determining capacities of sanitary sewers, the following factors shall be considered:
a) Average daily flow shall be that set forth in Sec. 23.03.02 C.2 of the Sewerage
Regulations unless actual use figures from similar developments can be shown.
b) Minimum peak design flow for sewers in subdivisions shall be four hundred percent
of the average design flow.
c) Minimum peak design flow for mains, trunks, or interceptors shall be two hundred
fifty percent of the average design flow.
1.4
HYDRAULIC DESIGN CRITERIA:
1.4.1
Sewers shall have a uniform slope and straight alignment between manholes, and shall
achieve total containment of wastewater.
1.4.2
Sewers shall be designed to be free flowing with the hydraulic grade below the crown and
with hydraulic slopes sufficient to provide an average velocity when running full of not less
than 2.0 feet per second when using an "n" valve of 0.013 in the Manning Formula.
1.4.3
In general, the following are minimum slopes for pipes flowing full depth to 1/4 of full
depth:
Pipe Size in Inches
Grade in Percent
4" (service laterals only)
2.00
6"
1.0
8"
0.40
10"
0.32
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0.24
15"
0.20
18"
0.16
21"
0.12
24"
0.10
Pipe sizes shall not be increased just to take advantage of flatter grades
1.4.4 The use of four -inch service lines are limited to single service connections (laterals) only.
1.4.5 The use of six-inch service lines are limited to six or fewer service connections on cul-de-
sacs and other dead-end lines.
1.4.6 In cases where sewers are to be constructed on steep grades for which high velocities are
indicated, the maximum permissible velocity at average flow (before applying peak flow
factor) should not exceed fifteen feet per second. Suitable drop manholes shall be provided
to break the steep slopes and to limit velocities to not more than fifteen feet per second
in the connection sewer pipes betwen manholes.
1.4.7 Where drop manholes are impracticle for reduction of high velocity, the sewer shall be of
ductile iron.
1.4.8 Sewers with slopes in excess of twenty percent shall have concrete anchors at the following
intervals:
Percent Slope Interval
20-35 36 feet
35-40 24 feet
over 50 16 feet
1.4.9 At all junctions where a smaller diameter sewer discharges into a larger one, the invert of
the larger sewer shall be lowered so that the energy gradients of sewers at the junction are
at the same level. Generally this can be met by placing the crowns of the two sewer at the
same elevation.
1.4.10 When designing new sewers to tie into existing manholes, the Bench of the existing manhole
must be considered. The invert of the new tie-in is not be be established lower than the
existing bench. When the existing sewer line is larger than the new connection, the crown
of the new pipe shall be no lower than the highest crown of the existing line within the
manhole.
1.4.11 Sewer mains connecting to the Frederick Winchester Service Authority's trunkline shall
have a metering station just prior to the tie-in.
26
1 1.5 SEWER APPURTENANCES:
1.5.1 Manholes shall be provided at all intersections, changes in grade, alignment, or pipe sizes, and
at the terminal of a line. All lines are to end with a manhole; no cleanouts shall be used. In
addition, manholes shall be provided at intervals not exceeding four hundred feet. There shall
be a 0.2 foot drop in elevation through the manhole.
15.2
Watertight manhole covers are to be used whenever the manhole tops may be flooded. As
a minimum, watertight covers are to be used to the elevation of the twenty-five year flood
plain. If watertight manhole sewer runs are longer than one thousand feet, ventilation shall
be provided.
1.5.3
Wherever possible, manholes shall, at a minimum, extend eighteen inches above grade.
1.5.4
Drop manholes shall be installed whenever the invert of the inlet sewer is twenty-four inches
or higher than the invert of the outlet sewer. See Standard Detail S-2.
1.5.5
Four -inch sewer laterals shall be tied into the sewer pipe. They may not be connected through
the side of a manhole. A test tee is required at the end of each lateral.
1.5.6
Lines of six inch or greater diameter shall be connected to the system only at a manhole.
1.5.7 Existing manholes shall be core drilled for the acceptance of new lines.
1.5.8 Pipeline deflection of force main lines will only be allowed at joints and/or at fittings. The
length of pipe itself shall not be bent. The maximum deflection limit shall be twelve inches
of lateral displacement per twenty feet of pipe.
1.6
LOCATION:
1.6.1
In general, sewers will be located within legally established streets or rights -of -way so as to
provide adequate servicing with minimum conflict with traffic, other utilities, and facilities.
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1.6.2
Sewer lines may be constructed on private property if this is the only feasible way to serve
isolated properties or low lots, or to make a necessary connection to another sewer. In this
case, a permanent sanitary sewer easement shall be provided.
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1.6.3
Sewers should not be located in areas subject to flooding or in drainage ditches which
encourage infiltration.
1.6.4
The following requirements shall be considered where stream crossings are made (See
Standard Detail S-7):
a) The tops of all sewers entering or crossing streams shall be at a sufficient depth below
the natural bottom of the stream bed to protect the sewer line. In general, one foot
of suitable cover shall be provided where the stream is located in rock; and three feet
of suitable cover shall be provided where other types of material are encountered.
AMENDMENT NO. 3 JULY 1991
1 27
b) Sewers entering or crossing streams shall be constructed of ductile iron pipe. The
pipe and joints shall be tested in place and shall exhibit zero infiltration. They shall
also be designed, constructed, and protected against anticipated hydraulic and
physical 1) longitudinal, vertical and horizontal loads, 2) erosion and, 3) impact.
c) Sewers are to be protected against the one -hundred -year flood/wave action as well
as remain fully operational during the twenty -five-year flood action.
1.6.5 Wherever possible, sewer laterals shall be ten feet to the right of the water laterals as
viewed from the sewer line toward the lot.
1.7 DEPTH:
Sewers located in rights -of way or areas subject to wheel loads shall have a minimum of six
feet of cover above the top of the pipe. Sewers in easements not subject to wheel loads
shall have a minimum of three feet of cover above the top of the pipe. Where conditions
dictate that the cover be less, ductile iron pipe shall be required.
1.8 STRUCTURAL DESIGN:
The structural design of sewers shall conform with the methods in the ASCE Manual No.
37 for the Design and Construction of Sanitary and Storm Sewers.
1.9 SEWERS NEAR WATER MAINS:
1.9.1 Wherever possible, sewer lines shall be laid at least ten feet, horizontally, from any existing
or proposed water line. The distance shall be measured edge -to -edge.
a) Should local conditions prevent a lateral separation of ten feet, a sewer line may
be laid closer provided certain criteria are met. The sewer line can be laid in a
separate trench, or on an undisturbed earth shelf located on one side of the sewer
at such an elevation that the bottom of the water main is at least eighteen inches
above the top of the sewer.
b) When it is impossible to obtain proper horizontal and vertical separation as
stipulated above, both the water main and sewer shall be constructed of slip-on or
mechanical -joint ductile iron pipe.
c) Both pipes shall be pressure tested to assure zero leakage before backfilling.
1.9.2 Sewers crossing under water lines shall be laid to provide a separation of at least eighteen
inches between the bottom of the water line and the top of the sewer whenever possible.
When local conditions prevent this vertical separation, the following construction shall be
used:
a) Sewers passing over or under water lines shall be constructed of push -on or
mechanical joint ductile iron pipe.
1
1
b) Water lines passing under sewers shall be push -on or mechanical joint ductile iron
pipe; or as an alternative, the water line may be installed with PVC SDR21 and
enclosed in a steel pipe casing (see Standard Detail W&S-2). In addition, the water
line must be protected by providing:
1) A vertical separation of at least eighteen inches between the bottom of the
sewer and the top of the water line.
2) Adequate structural support for the sewers to prevent excessive deflection of
the joints and the settling on and breaking of the water line.
3) That the length of the water line be centered at the point of the crossing so
that joints shall be equidistant and as far as possible from the sewer.
c) Both pipes shall be pressure tested to assure zero leakage before backfilling.
1.9.3 No water pipe shall pass through or come into contact with any part of a sewer manhole.
Whenever possible, manholes shall be placed at least ten feet horizontally from a water main.
The distance shall be measured edge -to -edge. When local conditions prohibit this horizontal
separation, the manhole shall be of watertight construction and tested in place.
1.9.4 No sewer line shall pass within fifty feet of a drinking water supply well, source, or structure
unless special construction and/or pipe materials are used to obtain adequate protection. The
proposed design shall identify and adequately address the protection of all drinking water
supply wells, sources, and structures within one hundred feet of the proposed project.
1.10 PUMP STATIONS:
1.10.1 Data and design calculations for pump stations and force mains shall be shown on the plans.
Pump station capacity calculations, design elements, pump choice, station schedule and
electrical data are to be given. Data and calculations for the total dynamic head (tdh) shall
be shown and the tdh plainly noted.
1.10.2 Pump stations shall have three phase power to the site. No rotophase units will be allowed.
1.10.3 Equipment included at the pump station shall be:
a) an automatic telephone dialer system
b) switch -operated dual bulb floodlights
c) an 110 volt AC outdoor electric receptacle.
1.10.4 No underground fuel storage tanks shall be allowed.
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29
JULY 1991
1
DIVISION III - SEWER
SECTION B - MATERIAL SPECIFICATIONS
2.1 PIPE:
a) Polyvinyl chloride pipe (PVC) shall conform to the requirements of ASTM D3034
for pipe, with a minimum wall thickness of SDR 35. Pipe used for force main shall
be SDR 21. Joints shall be bell and spigot type, with the bell integrally formed with
the pipe and comply with ASTM F477. Pipe shall be manufactured by ETI,
CertainTeed, Johns-Mansville or our approved equal.
b) Ductile iron pipe shall conform to the requirements of AWWA Standard C151. The
pipe shall be cement lined in accordance with AWWA Standard C104. Unless
otherwise specified, the pipe shall have push -on joints meeting the requirements of
AWWA Standard C111. The wall thickness of the pipe, in normal applications, shall
conform to Class 52.
2.2 FITTINGS:
2.2.1 PVC fittings in gravity sewer lines shall have the same SDR rating as the pipe used.
2.2.2 Fittings used in sewer force mains shall be cast or ductile iron.
2.2.3 Cast iron fittings shall be Class 250 conforming to AWWA C110-71. Ductile iron fittings
shall be Class 350 conforming to ASTM A536-72, minimum grade 70-50-05. Nominal
thickness of fittings shall be equal to, or exceed, Class 54 ductile iron pipe thicknesses.
Fittings shall be cement lined in accordance with AWWA C104-74. Radii of curvatures
shall conform to AWWA-C110-71. They shall be mechanical joint if buried and flanged if
used in vault or pump station piping.
2.3 VALVES:
2.3.1 Gate valves shall be resilient seat and conform to the specifications set forth in AWWA
Standard C509. Valves will have a double O-ring stem seal, a minimum stem diameter of
7/8 inch, and will open left (counter clock -wise). Valves shall be designed for working
pressure not less than that specified for the connecting pipe. Gate valves shall be
manufactured by Waterous, Kennedy, American Darling, or our approved equal.
2.3.2 Valves for buried installation shall have a non -rising stem and mechanical joints conforming
with AWWA Standard C111 unless otherwise specified. Valves used in vault or pump
station piping shall have an outside stem and yoke and flanged ends.
2.3.3 Check valves shall conform with the specifications in AWWA Standard C508. Valves shall
be equipped with an outside weighted arm unless specified otherwise. Valves shall be
manufactured by American Darling, or our approved equal.
2.3.4 Sewage combination air release and air/vacuum valves shall have cast iron bodies with
stainless steel floats. Other internal parts will be either stainless steel or bronze. Valves
30
iwill be sized appropriately for each application. Valves shall be Val-Matic Model V1M-801BWA or
our approved equal.
2.4 MANHOLES:
2.4.1 Manholes shall be pre -cast concrete conforming to ASTM C478 with eccentric cones and
extended bases. Concrete shall conform to the requirements of ASTM C150. Joints shall be
0-ring conforming to ASTM C361.
2.4.2 Walls shall be a minimum of five inches thick and the base a minimum of eight inches thick.
2.4.3 The diameter of the extended base shall be twelve -inches greater than the outside of the
' barrel section.
2.4.4 Manholes for sewer up to twenty-four inches in diameter shall have a four -foot inside
' diameter. Manholes for sewer greater than twenty-four inches in diameter shall have a six-
foot inside diameter.
2.4.5 Pre -cast inverts are acceptable.
2.4.6 The exterior (to include adjustment rings) shall be covered with fibrous bitumastic
waterproofing such as Tarmastic 100 manufactured by Porter Paint Company.
2.4.7 Pipe shall be secured to the entry hole by a lock joint flexible manhole sleeve as
manufactured by Chardon Rubber Co., or our approved equal. Two stainless steel bands shall
be used to hold the pipe.
2.4.8
See Standard Detail S-1.
2.5
MANHOLE FRAMES AND COVERS:
2.5.1
Manhole frames and covers shall conform to ASTM A-48. The frame shall be drilled to
'
permit using 3/4-inch diameter bolts to secure it to the manhole. Four such bolts shall be
used per frame. The words "Sanitary Sewer" shall be cast into the cover so as to be plainly
visible.
2.5.2
Manhole frames and covers shall be (1) Quality Water Products, style 40, Type A frame with
cover labeled sewer, (2) B & C model 1012 frame with 1012-A cover, (3) Emporia Foundry
pattern Nos. 1214612 (cover), 1214450 (frame), or (4) our approved equal. Covers shall be
solid with two pick holes.
2.5.3
Watertight manhole frames and covers shall be Quality Water Products, Model Pamtight
(assembly No. REGIRIFD), with hex -head stainless steel bolts, or our approved equal.
2.6
GRAVITY SEWER LATERALS (4"):
2.6.1
In new construction, wyes shall be used to connect the four -inch lateral to the sewer main.
AMENDMENT NO. 1
JUNE 1990
31
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2.6.2 Following the leg of the wye there shall be: 1) a SDR35 spigot by gasketed bell 45 degree
bend, 2) a SDR35 spigot by SDR21 gasketed bell adapter, 3) SDR21 gasketed pipe and
fittings as needed, 4) a factory fabricated SDR21 gasketed bell by SCH 40 solvent weld bell
test tee (with recessed square head plug), 5) an 18-inch length of SCH 40 pipe, and 6) a
SCH40 solvent weld cap. See Standard Detail S-4.
2.6.3 Service saddles used to connect four -inch laterals to an existing sewer main shall be Ford
Style "CB" or our approved equal.
2.7 Force Main Sewer Laterals (2" l:
2.7.1 Saddles for PVC pipe shall be Ford style FS202, all stainless steel band saddles, or our
approved equal.
2.7.2 Corporation stops shall have an inlet threaded in accordance with AWWA standard C800 and
a male iron pipe outlet. It shall be a Ford Series F400 or our approved equal.
2.7.3 The connection at the property line will contain a two-inch ball valve with two-inch square
operating nut. The valve shall be a Ford Series B11 777 or our approved equal. It shall also
contain a two-inch bronze swing check valve. Refer to Standard Detail S-5.
2.7.4 The connection shall be encased in a eccentric manhole cone section. The cone shall be
covered with an approved manhole frame and cover.
2.8 NEW LINES INTO EXISTING MANHOLES:
Any new opening in an existing manhole will be made by core drilling. The connection
between the pipe and manhole will be made by a Kor-N-Seal.
2.9 METERING STATIONS:
Metering stations shall be rectangular in shape and contain a parshall flume of appropriate
size for present and future flows. The flow shall be monitored by a Sparling FT400-1110
ultrasonic open channel flow transmitter used with a Sparling XD400-110 open channel flow
transducer. In non -flood areas, the metering station shall have a Bilco J-2AL access door or
our approved equal. In flood areas, a watertight manhole frame and cover shall be required.
2.10 PUMP STATIONS:
2.10.1 Pump Stations shall be pre -cast concrete conforming to ASTM C478. Concrete shall conform
to the requirements of ASTM C150. Joints shall be O-ring conforming to ASTM C361.
Walls will be a minimum of five inches thick and the base a minimum of eight inches thick.
The minimum inside diameter shall be six feet. The diameter of the extended base shall be
twelve inches greater than the outside diameter of the barrel section.
AMENDMENT NO. 1
JUKE 1990
32
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2.10.2 The exterior shall be covered with fibrous bitumastic waterproofing such as Tarmastic 100
manufactured by Porter Paint Company. Pipe shall be secured to the entry hole by a lock
joint flexible manhole sleeve as manufactured by Chardon Rubber Co., or our approved
equal. Two stainless steel bands shall be used to hold the pipe.
2.10.3 Pumps shall be manufactured by Smith & Loveless.
2.10.4 The pump station generator hookup receptacle shall be Russellstoll catalog number 7334-72.
2.10.5 Mercury float switches shall be used.
2.10.6 Self -priming vacuum pumps shall be manufactured by Gast Manufacturing Co., or our
approved equal.
2.10.7 Each pump shall have an hour meter which shall record accumulated running time.
2.10.8 Alarms shall be operated by a deep cycle marine style battery.
2.10.9 The automatic dialing alarm system shall be ADAS DiaLog, manufactured by Kaye
Instruments, Inc., or our approved equal.
2.11 PIPE CASING:
Casing pipe shall be sized in accordance with Standard Detail W&S-3. Casing pipe shall be
steel and shall meet ASTM specification A252, Grade 2, with a minimum wall thickness of
0.25 inch.
2.12 PIPELINE CASING SPACERS:
Spacers that separate carrier and casing pipes shall be manufactured by Cascade
Manufacturing or our approved equal.
2.13 REPAIR CLAMPS:
Repair clamps shall be full circle all stainless steel band as manufactured by Ford style FS1,
or our approved equal. Clamps for pipe sizes two-inch through eight -inch diameter shall have
a minimum length of twelve inches. Clamps for pipe sizes ten -inch through twelve -inch
diameter shall have a minimum length of fifteen inches.
2.14 LOCATION PEGS:
Sewer locator pegs shall have a polyethylene shell. They shall be green in color and shall
respond to a frequency of 122.5 KHZ. The pegs shall be manufactured by Communications
Technology or our approved equal.
IAMENDMENT NO.3 JULY 1991
1 33
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DIVISION III - SEWER
SECTION C - CONSTRUCTION STANDARDS '
3.1 GENERAL:
3.1.1 All construction shall be in strict accordance with approved plans and specifications. Any
deviations or changes shall be submitted to the Authority for supplemental approval.
3.1.2 The Authority shall have the required number of plans and cut sheets before construction
begins.
3.1.3 The Authority shall have access to the construction work at any time for inspection of
work and construction methods.
3.2 CLEARING:
The right-of-way shall be cleared of all trees, stumps, shrubs, and other foreign matter for
a minimum distance of ten feet from each side of the center line of the mains being
constructed. The debris shall be disposed of in an acceptable manner. No debris shall be
buried within the right-of-way limits.
3.3 EXCAVATION:
3.3.1 Minimum clearance between the side of the trench and pipe shall be eight inches. The
width of the trench above the top of the pipe may be as wide as necessary for sheeting or
bracing and the proper performance of the work. All trench walls should be kept as
vertical as possible and still meet OSHA requirements. The trench shall be excavated to
a uniform subgrade as required for installation of pipe bedding material.
3.3.2 Excavation at manholes and similar structures shall be sufficient to leave at least twelve
inches between the structure's outer surface and the embankment or sheeting.
3.3.3 Excavated material suitable for backfilling shall be piled in an orderly manner and be a
minimum distance of three feet from the bank of the trench. All excavated material not
suitable and/or not required for backfill shall be removed and disposed of in an approved
manner.
3.3.4 Such grading as necessary shall be done to prevent water from flowing into the trench or
other excavations, and any water accumulating therein shall be removed by approved
methods.
3.3.5 A section of pipe located at an elevation that is above existing ground level shall be
installed in a trench that has been excavated after an embankment has been constructed
to a minimum of two feet above the top of the pipe.
3.4 BEDDING:
3.4.1 Refer to Detail W&S-1 for types of bedding.
34
3.4.2 Bedding material shall be a well graded crushed stone meeting the requirements of ASTM
C33, gradation 68, 78, or 57.
3.4.3 Class B bedding shall be the standard unless poor soil conditions are encountered. In this
class bedding, there shall be a minimum of six inches of stone under the pipe. Stone shall also
be backfilled around the pipe and to a height of four inches above the top of the pipe. This
type of bedding shall also be used with sewer laterals.
3.4.4
Holes shall be scooped out where joints occur leaving the entire barrel of the pipe bearing
on the bedding.
3.5
FOUNDATION IN POOR SOIL:
'
3.5.1
Wherever the soil at the trench subgrade elevation is soft, unstable, or saturated with water,
such unsuitable material will be removed and the trench subgrade stabilized with a granular
stabilization material.
3.5.2
Maximum size of granular material shall be two inches. Depth of stabilization shall be as
required to construct a firm subgrade for pipe bedding material, but must be at least six
inches.
3.5.3
Class A bedding shall be provided when necessary to bridge highly unstable soils. See
Standard Detail W&S-1.
3.6
PIPE INSTALLATION:
3.6.1
After bedding has been installed, pipe shall be laid in accordance with the manufacturer's
'
instructions and recommendations. Damaged or unsound pipe will be rejected.
3.6.2
At the completion of the work shift, the end of the installed pipe will be sufficiently covered
to keep trench
out waters, soil, and other extraneous material.
' 3.6.3 Where pressure sewers are required, all tees, bends, and plugs shall be braced, blocked,
and/or anchored to prevent any movement by providing adequate backing. This backing shall
be a concrete thrust block with a twenty-eight day compressive strength of not less than 2500
psi.
' 3.6.4 Backing shall be placed between solid un-disturbed earth and the fitting to be anchored and
shall be so placed that pipe and fitting will be accessible for repair.
3.6.5 Locator pegs (buried transponders) shall be attached directly to the pipe. On force main
sewer they shall be placed 1) at 100-foot intervals, 2) at each bend, and 3) at any additional
location the engineer shall direct. On sewer laterals the pegs shall be placed just before the
test tee. No pegs will be installed on gravity sewer mains.
' 3.6.6 See Standard Detail W&S-3 for requirements in making a typical highway crossing.
3.6.7 Pipeline deflection of force main lines will only be allowed at joints and/or at fittings. The
length of pipe itself shall not be bent. The maximum deflection limit shall be twelve inches
of lateral displacement per twenty feet of pipe.
3.7 BACKFILLING:
3.7.1 The Authority's specified bedding (Section 3.4) shall be used to a height of four inches above
the top of the pipe.
AMENDMENT NO.3 JULY 1991
35
3.7.2 Above the specified bedding shall be twenty-four inches of select backfill compacted in six-
inch lifts. The maximum particle size of this backfill material shall be 1 inch.
3.7.3 Above the select backfill, material shall be deposited in lifts not exceeding two feet.
3.7.4 Any backfill material used above the specked bedding shall be free of all organic material,
large clods, frozen soil, or other materials difficult to compact.
3.7.5 No rock shall be used in the select backfill. Any rock used above the select backfill shall
be no longer than six inches in the greatest diameter.
3.8 MANHOLES:
3.8.1 Manholes shall be constructed as shown on Standard Detail S-1. The manhole shall be
placed on six inches of stone bedding that meets the requirements of ASTM C33, gradation
68, 78, or 57. Pioneer Mastic or our approved equal shall be used in the joints between
all sections.
3.8.2 Inverts may be formed with concrete or may be built up of brick and grout. The invert
channels shall be smooth and accurately shaped. The invert channels shall connect the
pipes in such a manner as to diminish any loss of head which may occur due to a change
in the direction of flow.
3.8.3 Changes in directions shall have a curve of as large a radius as the size of the manhole
will permit.
3.8.4 There shall be no more than eleven inches of grade rings installed in the neck of the
manhole.
3.8.5 Only concrete adjustment rings shall be used to obtain the required grade.
3.8.6 Steps shall be placed at uniform intervals of no less than twelve inches nor greater than
sixteen inches. The first step shall be no greater than eight inches from the top of the
eccentric cone section.
3.8.7 Manholes set on roadway shoulders shall be protected by a pad at least six inches thick
and six feet square. The pad shall be made of concrete or asphalt.
3.8.8 Drop manholes shall have the drop connections constructed as shown on Standard Detail
S-2. All drop piping shall be encased in six inches of concrete on all sides.
3.8.9 Manholes six feet or less in depth shall be considered shallow manholes. They shall be
constructed with flat tops.
3.8.10 Lines six inches and greater in diameter shall be tied into manholes. Only four -inch service
laterals shall be tied into existing gravity sewer lines.
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3.9 SETTING AIR/VACUUM RELEASE VALVES:
Air/vacuum release valves shall be installed as shown on Standard Detail S-6.
3.10 SERVICE LATERALS:
3.10.1 Only the Sanitation Authority or its agent shall connect sewer service laterals to existing
gravity or force main lines.
3.10.2 Wherever possible, the lateral shall be placed ten feet to the right of the water lateral.
3.10.3 Minimum cover shall be thirty-six inches. The pipe shall be bedded in accordance with
Section 3.4.
3.10.4 The end of the laterals shall be marked with a treated 2x4 stake extending from the plug
to eighteen inches above the ground. The top six inches of the 2x4 shall be painted green.
3.10.5 Gravity service laterals are to be laid as shown on Standard Detail S-4 with minimum grade
being 2.00 percent. Only four -inch service laterals shall be tied into existing gravity sewer
lines. (Lines six inches and greater in diameter shall be tied into manholes.)
3.10.6 Force main service laterals shall be laid as shown in Standard Detail S-5.
3.11 TIE-IN TO EXISTING MANHOLE:
Tie-in to an existing manhole shall be made by core drilling, keeping the opening cut into
the manhole as small as possible. A Kor-N-Seal shall be used to connect the pipe to the
manhole. The contractor shall plug or bulkhead the new pipe so as to keep all extraneous
flows from the lines under construction from entering the sewers in operation. Water
collecting behind the bulkhead shall be pumped out and not allowed to flow into the
existing sewers. The bulkhead shall be removed only after the line is accepted.
3.12 NEW MANHOLE OVER EXISTING LINE:
A new manhole shall be installed over an existing line by severing the line, setting the
manhole in place, and connecting the two with appropriate couplings. See Standard Detail
S-3.
3.13 CREEK CROSSINGS:
Creek crossings shall be installed as shown on Standard Detail S-7 unless otherwise
specified. The crossing shall be made in such a manner as to minimize erosion and blocking
of the stream flow. Backfill under the rip -rap shall be compacted to ninety percent density.
If possible, the carrier pipe is to be laid so a joint is not in the stream bed. Ductile iron
pipe shall be used where the top of the line is less than three feet below the invert of the
stream.
3.14 PUMP STATIONS:
3.14.1 Underground power shall be provided wherever possible.
37
3.14.2 A maintenance road and an adjacent fenced -in area with a fourteen -foot gate shall be
required. The fenced -in area shall include the pump station wet well with its electrical
equipment and a suitable work area. The area inside the fence and to a point eighteen
inches outside the fence shall be covered with six -mil plastic and a minimum of four inches
of crushed stone.
3.14.3 Entrance to the wet well shall be through an access door and not a manhole cover.
3.14.4 A generator hook-up with a double -throw switch shall be provided.
3.14.5 No electrical splices or boxes are to be inside the wet well.
3.14.6 Flanged piping shall be used in the wet well. I
3.14.7 The high-water alarm shall have a manual silencing switch.
3.15 GRAVITY SEWER LINES INSPECTION AND TESTS:
3.15.1 On completion of each section of gravity sewer or at such other time as the Authority
may direct, the section of sewer is to be cleaned, inspected, and tested. All pipe and
service laterals shall be tested by the air -test method.
3.15.2 A light will be flashed between manholes by means of a flashlight or reflection of sunlight '
with a mirror or by other methods as may be adopted by the Authority. If the illuminated
interior of the pipe shows poor alignment, displaced pipe, blockage or other defects, the
defects shall be corrected so as to meet all standards governing the construction of sewer '
mains. All costs involved shall be borne by the contractor and/or developer.
3.15.3 All PVC gravity sewer lines shall be subject to vertical deflection testing. The maximum
allowable deflection following completion of backfill shall not exceed five percent of the '
pipe's internal diameter. Deflection testing shall be conducted using a properly sized go -
no -go mandrel or by other methods as may be adopted by the Authority. Any sewer
sections failing to meet deflection requirements shall (at the contractor's and/or developer's '
expense) be corrected so as to meet all standards governing the construction of sewer
mains.
3.15.4 All lines and service laterals shall be flow tested to insure no ponding occurs. '
3.15.5 Sewer line sections shall be visually inspected by means of closed-circuit television. The '
inspection will be done one manhole section at a time and recorded on a VHS video
cassette.
a) The television camera used for the inspection shall be one specifically designed and
constructed for such inspection. Lighting for the camera shall be suitable to allow
a clear picture of the entire periphery of the pipe. The camera shall be operative '
in one -hundred percent humidity conditions. The camera shall have a footage
recording device and the footage shall be displayed on the monitor. The camera,
38
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television monitor, and other components of the video system shall be capable of
producing picture quality to the owner's satisfaction.
b) The camera shall be moved through the entire line in either direction at a moderate
rate. It shall stop when necessary to inspect wyes and to permit proper
documentation of the sewer's condition. In no case will be the television camera
' be pulled at a speed greater than thirty feet per minute. Manual winches, power
winches, TV cable, and powered rewinds or other devices that do not obstruct the
camera's view or interfere with proper documentation of the sewer conditions shall
be used to move the camera through the sewer line.
c) When manually operated winches are used to pull the television camera through the
line, telephones or other suitable means of communication shall be set up between
the two manholes of the section being inspected to insure good communications
between members of the crew.
d) The purpose of the VHS recording shall be to supply a visual and audio record of
the lines. The videotape recording shall be the property of the Sanitation Authority.
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The tapes shall be given to the Authority's engineer. Slow motion or stop -motion
playback features may be supplied at the option of the contractor. The contractor
shall have all videotapes and necessary playback equipment readily accessible for
review by the Authority.
3.15.6 The Authority requires a low-pressure air test be performed on gravity sewer lines.
ra) The air test is to be conducted between two consecutive manholes. The test
equipment shall consist of a) two plugs (one tapped and equipped for air inlet
connection), b) a shut-off valve, c) a pressure regulating valve, d) a pressure
reduction valve, and e) a monitoring pressure gauge having a pressure range from
0 to 5 psi, graduated in 0.10 psi increments with an accuracy of ± .04 psi. The test
equipment shall be set up outside the manhole for easy access and reading.
b Air shall be supplied to the test slowly and shall be regulated to prevent the
pressure inside the pipe from exceeding 5.0 psi. The pipeline shall be filled until
' a constant internal pressure of 4.0 psi is maintained. The internal pressure shall be
maintained at 4.0 psi or slightly above for a five-minute stabilization period, after
which time the internal pressure will be adjusted to 4.0 psi, the air supply shut off
and the test begun. For safety reasons, no person shall remain in the manhole while
the pipe is being pressurized or throughout the test.
c) For the section of line to pass, there shall be zero leakage for a five-minute interval
after the valve has been shut off.
Id) The test must be done in the presence of a Sanitation Authority inspector.
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3.16 FORCE MAIN SEWER LINES INSPECTION AND TESTS:
3.16.1 All sewer force mains shall be tested at a minimum air pressure of at least fifty percent
above the design operating pressure for at least one hour.
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 thirty-four feet of water equals 14.7
psi.
3.16.2 The formula for obtaining the testing pressure (P) shall be:
P = .65 (H)
Where: P = test pressure in psi
H = total dynamic head (TDH) in feet of water at design
operating point.
The air test is to be conducted between the pump station and the line's discharge
manhole. The test equipment shall consist of a) two plugs (one tapped and
equipped for air inlet connection), b) a shut-off valve, c) a pressure regulating
valve, d) a pressure reduction valve, and e) 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.
3.16.3 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. For the section of
line to pass there shall be zero leakage for sixty minutes after the valve has been shut off.
3.16.4 Specific pressure used in the test shall be subject to the approval of the Authority.
3.16.5 The test must be done in the presence of a Sanitation Authority inspector.
3.17 MANHOLE AND PUMP STATION TESTS:
3.17.1 Manholes and pump stations shall be tested by either the ex -filtration or vacuum method.
a) Ex -filtration method
1) Inflatable stoppers shall be used to plug all lines into and out of the manhole
being tested. The stoppers shall be positioned in the lines far enough from
the manhole to assure testing of those portions of the lines not otherwise
tested. Once the manhole has been filled with water to the top, a twelve-
hour soak shall be allowed prior to testing. The manhole shall show no
leakage during a continuous twenty-four hour test period.
2) If the manhole fails the test, necessary repairs shall be made. The ex -
filtration test and repairs shall be repeated until the manhole passes the test.
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b) Vacuum Method
1) This test method is only applicable to pre -cast concrete manholes.
2) Manholes shall be tested after assembly and prior to backfilling.
3) Stubouts, manhole boots, and pipe plugs shall be secured to prevent
movement while the vacuum is drawn.
4) Installation and operation of vacuum equipment and indicating devices shall
be in accordance with equipment specifications for which performance
information has been provided by the manufacturer.
5) A measured vacuum of ten inches of mercury (Hg) shall be established in
the manhole. The time for the vacuum to drop to nine inches of mercury
shall be recorded.
6) The maximum allowable leakage rate for a four -foot diameter manhole shall
be in accordance with the following:
Manhole Depth Minimum Elapsed Time for a
Pressure Change of 1 Inch Hi!
M10 ft. or less 60 seconds
More than 10 ft., but less than 15 ft. 75 seconds
15 feet or more, but less than 25 ft. 90 seconds
For manholes six feet in diameter, add an additional thirty seconds to the time
requirements for four -foot diameter manholes.
7) If the manhole fails the test, necessary repairs shall be made. The vacuum
test and repairs shall be repeated until the manhole passes the test.
3.17.2 Manholes shall show no signs of ponding water in the inverts.
3.17.3 Steps shall be clear of all concrete.
3.18 ACCEPTANCE OF WORK:
3.18.1 Should construction standards and/or tests not be met, the Authority reserves the right to
reject all or any portion of the facilities. Any project or portion of a project rejected by
the Authority shall not be permitted to discharge into any previously approved system until
the rejected system or portion of system has been repaired so as to meet all standards
governing the construction of sewer mains.
3.18.2 All repair methods, other than replacement of the defective areas with new materials, shall
be subject to prior approval of the Authority. Grouted, collared, clamped, or otherwise
patched -up gravity or force main sewer pipe will not be acceptable.
41
3.18.3 Upon completion of such inspection or tests as required in these specifications, all foreign
matter, including sand, rock, or gravel shall be removed from all sewers and manholes
before final approval is granted.
I
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1
n
I
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1
42
I
I
DIVISION IV
STANDARD DETAILS
43
�
M
Esb
refully Compacted Select
ckfill 8"
STONE AGGREGATE
.Lf
CONCRETE
: AGGR AG ATE
Carefully Compacted
Select Backfill
O.D .
8"
24"
4"(min)
CONCRETE (typical)
CONCRETE ARCH CONCRETE CRADLE
CLASS -A-
refull Com acted Select
� y p O.D.
ickfill 8" i t,6
8"
Carefully Compacted 24"
Select Backfill , ,
.,.,
4.. O.D. �.
» 6'
Z)iurvt AGGRAUATE CONCRETE
CLASS 'B- CONCRETE ENCASEMENT
REPAVE TO 1-1 /2 TIMES ORIGINAL THICKNESS
SAW CUT TO BE
MADE AT TIME OF
REPLACEMENT (typ)
18'
W 18"
8"
E- 8"
I I
BACKFiLL MATT AS
REQ'D BY YDOT PERMIT
(Full Depth Crushed Stone
typical)
6"
YDOT PAVEMENT REPLACEMENT
TRENCH & BEDDING DETAILS
W&S-1
GRADE
CASING SPACER
TYPICAL MANUFACTURER- -- SEWER (M.J. DIP AT CROSSING)
CASCADE MANUFACTURING i
LINK -SEAL �� � ,���` BSEONLY E7WEEN PIPE�iS LESS THAN 8VERnCAL ARAT10N
CASING i -WATER MAIN
CASING SAME AS FOR HIGHWAY CROSSING
RLL WITH SAND OR STONE DUST
NOTE. SPIRAL WELDED STEEL CASING 20 FEET LONG AND CENTERED ON POINT OF CROSSING
PVC CARRIER PIPE SHALL BE SOR-21
VERTICAL SEPARATION ENCASEMENT DETAIL
W&S-2
(min
)
(min)
CLASS A-3 CONC.--
PROFILE
FITTING SIZE ROD SIZE
12- & LESS 6
14" - 18" 8
GALV.n RODS OVER FITTING AND
EMBEDDED IN CONC. THRUST BLOCK
NO. RODS EMBEDMENT
2 30"
2 36"
FITTI NG VOLUME OF THRUST BLOCK IN CU. YD.
SIZE 900 45° 22-1 /2° 1 1-1 /4°
6"
1.3
-
- -
8"
2.3
1.1
- -
10"
3.7
1.8
- -
12"
5.5
2.8
1.2 -
14"
7.6
3.9
1.7 -
16"
9.9
5.1
2.3 0.9
18"
-
6.3
3.2 1.4
1) THRUST BLOCKS FOR VERTICAL UP BENDS SHALL BE THE SAME AS FOR HORIZONTAL BENDS.
2) COVER FITTINGS WITH PLASTIC CLOTH TO KEEP CONCRETE FROM ADHERING TO
FITTINGS.
VERTICAL THRUST BLOCK DETAIL
W- 1
CROSS WITH PLUG
GRADE
TRENCH -4—
TRENCH BOTTOM
UNDISTURBED EARTH
TYPICAL SECTION
6- MINA
DEAD END TEE
=6- MIN*
MACHINE EXCAVATION LIMIT
c+ vd
NOTE: 1 . In lieu of wood forming
the fitting may be wrapped with
pol4ethelene. and the concrete
poured to completely surround
B.*
the fittinq and aqainst undisturbe
soil. The bearing dimensions
against undisturbed soil shall
C•• remain identical as shown.
* denotes Hand Excavation
-D- = 12"min for 10- Smaller Pil
"D" = 18"min for 12- to 18- Pipi
SEE W-3 for A, B, C, DIMENSION
F
#6.. GRAnF
trench
nin *
1 4
8-'�5 bars eQually
spaced as shown UNDISTURBED EARTH
PLAN SECTIO`!
REDUCER
HORIZONTAL THRUST BLOCK DETAIL
W-2
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CONCRETE DIMENSIONS FOR
HORIZONTAL THRUST BLOCKS
W - 3
SCREW TYPE -
ADJUSTABLE VALVE
BOX
,- CONCRETE PAD i '-6" SQ. x 6". USE
IN ALL AREAS NOT IN PAVEMENT
BARE WIRE WRAPPED
AROUND VALVE BOX
VALVE STRAPPED
TO MAIN
GATE VALVE DETAIL
W-4
STONE BEDDING
AND BACKFILL
SQU ARE SK ID P AD 6 "TH ICK
CONCRETE ASTM C-150
4000 PSI
JOINTS ARE TO BE SEALED
WITH "0" RING GASKET
INVERT CHANNEL TO PROVIDE A
SMOOTH TRANSITION IN TO OUT,
FOR ALL CONNECTIONS
GROUT BOTTOM OF MANHOLE
TO FORM CHANNEL
6" BEDDING OF
#68 STONE
1 -6'
ZrT
TOP OF MANHOLE AT GRADE IN PAVEMENT AREAS.
UNLESS OTHERWISE DIRECTED. TOP SHALL BE SET
18" MIN ABOVE GRADE IN EASEMENT AREAS.
.
CONTRACTOR TO GROUT MANHOLE
COVER IN PLACE.
f 4 BOLTS (3/4" DIi
2 O i ADJUSTMENT RINGS (1 1 " MAX.)
.n
8" MAX SET ECCENTRIC CONE
\SO COVER IS DIRECTLY
e OPPOSITE THE DOWN-
STREAM SEWER
12" OR 16"(typ)
4'0'
I.D.
2.0" MAX ----------
a .• .' •a
.-
v
PIONEER 301
MASTIC APPLIED
BETWEEN JOINTS
AND ON EXTERIOR
SIDE OF JOINT.
VARIABLE
-PIPE TO MANHOLE
CONNECTION TO BE
BYFLEXIBLE SLEEVE
3'-0" MIN.
4'-0" MAX.
TOP OF BENCH -
WALL SAME ELEV.
AS TOP OF PIPE
N
NOTES: 1 . Manhole sections shall have an external coating of approved bitumastic water proofing prior to installation.
2. Concrete adjustment rings must be used if adjustment elevation exceeds two inches.
They shall have an exterior coating of bitumastic water proofing.
3. Non -Shrink grout with shims may be used for final slope adjustment.
4. Skid pad to be placed around manholes located in shoulders of roads.
5. Flat top casting shall be used on shallow manhole (6 ft. or less) installations.
STANDARD PRE -CAST MANHOLE DETAIL
3-1